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Home My WebLink About20092642Town of Mead P.O. Box 626 441 Third Street Mead, Colorado 80542-0626 (970) 535-4477 CERTIFIED MAIL # 7008 1830 0003 6838 1033 September 29, 2009 Weld County Board of Commissioners P.O. Box 758 Greeley, CO 80632 RE: Request for Comments and Recommendations on the Annexation of the Weld County Land Investors, LLC Property. Gentlemen: Enclosed is a copy of the application, annexation maps and other supporting material for the proposed annexation of the Weld County Land Investors, LLC property to the Town of Mead. This property is located in Weld County on approximately 836 acres at the northwest corner of 3rd Street (WCR 7) and WCR 38. The property is designated for "large lot" residential development in the Mead Comprehensive Land Use Plan. The concept plan for the development of the property calls for a 650 lot residential subdivision . Property in the immediate area consists of large lot county subdivisions, recorded exemptions (10 acres to 35 acres), the Margil Farms Subdivision in the Town of Mead and dryland and irrigated agricultural land. The purpose of this referral is to obtain the comments and recommendations of various governmental agencies and service providers as to the appropriateness of the annexation. Your comments are welcome and will assist the Board of Trustees and Planning Commission in their review of the proposal. We ask that your comments reach us no later than October 15. We ask that you forward your response directly to Samson, Pipis & Marsh, LLC, do Gary West, P.O. Box 1079, Longmont, CO 80502. Thank you for your cooperation and assistance. PIA / C- 10705(por Very truly yours, dikaS Charlene Reed Town Clerk or: a) so Cm ("3 w O ,o w crl 2009-2642 REUTZEL & ASSOCIATES, LLC .ATTORNEl S AT LAW • • 5566 SOUTH SYCAMORE STREET LITTLETON. COLORADO 80120 Telephone (3 031 694-1982 Fa\ (3031694-3831 ww w.reutzelandassoc com JACK F REIITZEI. Jack n reuVclandassoc.com September 25.2009 Dan Dean, Town Manager Town of Mead 441 3rd Street Mead, CO 80120 Re: Letter of Intent- Weld County Land Investors. Inc. ±836 acres Dear Mr. Dean: Land Use/Zoning Real Estate Annexations Community Associations Oil and (ias I oval Government On behalf of the owners of the above referenced property, I am pleased to submit the necessary materials for annexation of the Property and to engage in a land use change of major impact. This letter is being submitted consistent with Section 16-4-80 of the Mead Code. Attached to this letter please find the required materials for the Town's review and action of the annexation, including a copy of the petition, annexation map, a draft of the annexation impact report required by Section 16-15-80 and the other supportive materials outlined in Section 16-15-40 (d) of the Town Code. Please be advised that the enclosed annexation petition has been the subject of discussions with the Town attorney and the petition, as signed, reflects our discussions. Also attached is material necessary for your review of the zoning application for the property. The application is requesting that the property be zoned RSF-I and RSF-4. These zone districts are consistent with the recently adopted Comprehensive Plan which designates the property as Large Lot Residential. The Large Lot Residential land use contemplates one -acre lots with a provision for the clustering of development to include lots no less than ''A acre. The property is being zoned both RSF- I and RSF-4 with exceptions as defined on the Zoning Map to allow for the development of 'A acre residential lots. The Zoning Map includes tip to 600-'/A to 1 acre single family detached lots and 50 - two acre single family detached lots which is an overall density of 0.78 units per acre. This land use is highly compatible with the surrounding developments and will compliment the rural character of the Town. On behalf of my client, Layla Rosales and I look forward to working with you and your staff in the weeks to come. Very Truly Yours REUTZEL By: eutzel ES. LLC • • Date: j410 26 ZOO Attention: Town of Mead: Dan Dean, Manager Regarding: Authorization and Consent for representation to annex and zone approximately 835 acres located in Section 33, the SW/4 and the S/2 of the NW/4 of Section 28 all in T4N, R68 West (the "Property") into the Town of Mead, Colorado on behalf of Weld County Land Investors, Inc. AUTHORIZATION AND CONSENT This consent authorizes Jack Reutzel, of Reutzel & Associates, LLC as agent to execute and deliver applications to the Town of Mead, address and negotiate issues arising from Land Use Applications related to the proposed annexation and zoning of the Property owned by Weld County Land Investors, Inc. a Colorado corporation. This consent is granted with an understanding that Weld County Land Investors, Inc. has the financial obligations for expenses incurred to the Town of Mead with reference to the evaluation of these applications. Please be advised that the undersigned has full power and authority under the Articles of Incorporation and Bylaws of the corporation to execute this authorization and consent on the date first written above. WELD COUNTY LAND INVESTORS, INC. rpor., on ATTEST: , Secretary its President September 25, 2009 • • • Mr. Dan Dean, Town Manager Town of Mead 441 Third St Mead, CO 80542 Dear Mr. Dean: On behalf of Weld County Land Investors, we have reviewed the commented generated by the staff dated September 1, 2009 for the application for Annexation and Zoning. The following is a response to the comments. 1. The Letter of Intent should indicate the requested zoning. RESPONSE: The letter of intent has been revised to include a request for zoning. 2. Please submit an application for inclusion into the Town of Mead 208 Boundary for any portion of the property not currently within the Town of Mead 208 Boundary. The applicant needs to include the entire property within the Town's 208 planning area. RESPONSE: An application for inclusion into the Town of Mead 208 Boundary has been submitted. 3. Please submit a copy of the ALTA Survey that was completed for the property. RESPONSE: Six copies of the ALTA survey have been provided to the Town. 4. Please show the Zoning district(s) within the Annexation Petition pursuant to the new Land Use Code. RESPONSE: A Zoning Map has been added to the submittal indicating the requested zoning. 5. Please show all existing oil and gas facilities, with current setback radii and drilling windows on Sheet 2 of the Concept Plan in compliance with COGCC rules. RESPONSE: The 150' setback is shown on the plan. 6. Sheet 2, identifies a number of "Areas of Concern" without explaining why there is a "concern" with the reference to location on the map. Please provide a table to explain these "Areas of Concern." RESPONSE: The areas of concern have been removed from this graphic as they are a reference to the ALTA which has been provided to the Town separately. 7. Please label the structures at the SW corner of the site, above #10 graphic on Sheet 2 of the Concept Plan. Please identify the status of these structures. RESPONSE: These structures are currently being occupied by the farmer that is leasing the land for crop production. 8. Please identify the proposed zoning for each Planning Area on the Concept Plan. RESPONSE: The proposed zoning is shown as residential on the Concept Plan. 9. Please delete the Development Standards Table on the Concept Plan and in its place, include a list of the proposed zoning districts, and a statement that development shall comply with the standards applicable to each respective district. RESPONSE: Per a discussion with the Town Manager, the Development Standards table remains on the Concept Plan for reference and a separate Zoning Map has been provided without the table. 10. The Drainage Maps refer to the project as the Mead 820 Project. Please rename it as the Weld County Land Investors Inc. Project. RESPONSE: The title has been revised. 2 11. Please provide a letter confirming your review of the signatures and notary certificates to Richard Samson, Town Attorney. RESPONSE: A letter has been provided. Please feel free to call me with any questions you may have. Sincerely, Layla Rosales Associate Principal • • • July 24, 2009 Mr. Dan Dean, Town Manager Town of Mead 441 Third St Mead, CO 80542 Dear Mr. Dean: On behalf of Weld County Land Investors, Gage Davis Associates and Reutzel and Associates have reviewed the commented generated by the staff dated May 22, 2009 for the application for Annexation and Zoning. The following is a response to the comments. Letter of Intent • • 1) The letter of intent should be signed by Jack E. Reutzel. In the event that Mr. Reutzel will be signing the application documents on behalf of the Weld County Land Investors, Inc., the Town requires a "statement of authority." RESPONSE: The letter has been signed as requested. A signed letter of authorization and consent has been provided by the property owner. The original was given to Dan Dean with the executed D5 Form under separate cover. A copy is attached to this letter. D-2 1) Please add a reference to a complete metes and bounds legal description to the aliquot legal description in an attached exhibit. RESPONSE: A reference to Exhibit A has been added to item 2. 2) The non -legal description of the existing land use should be more clearly identified on the untitled supplemental page. Please reference the supplemental page as an Exhibit to Form D-2. RESPONSE: Reference to Exhibit B has been added. 3) The non -legal description of the proposed land use should be more clearly identified on the untitled supplemental page. Please reference the supplemental page as an Exhibit to Form D-2. RESPONSE: Reference to Exhibit B has been added. 4) The "utilities" section states that the two acre lots will be served by public water and individual septic systems. This is inconsistent with representations made elsewhere that the two acre lots will be provided with individual wells. Note, in the Town of Mead, individual wells have not been permitted. In accordance with the Town of Mead development standards, all lots are to be served by a public water system. RESPONSE: This statement is correct. The 2 acre lots are proposed to be served by public water and individual septic systems. All references to this within the document will be corrected to reflect this statement. 2 • • • D-4 1) Please provide the name, address and telephone number, and the name of the project on the first page. RESPONSE: The title information has been provided as requested. 2) As an "FYI"; the form was printed from the Word version without enabling the "draw lines under trailing spaces" feature in the "compatibility" section of the "tools" feature. The Word version caused other formatting errors on pages 3, 4, 5, and 7. These may be printer related. RESPONSE: The formatting has been corrected. 3) The 600:50 ratio of homes in the St. Vrain School District vs. homes in the Thompson Valley School District is not consistent with the split in other portions of the application. (See Statement of Impact on School Districts - Weld County Land Investors) Please provide clarification. RESPONSE: The ratio of 300:350 is correct. The D-4 form has been corrected to reflect this. 4) Please complete the notary's certificate by indicating the county of origin. RESPONSE: Complete. D-5 1) Please include the signed D-5 copy in the application. RESPONSE: The executed D-5 was given to Dan Dean under separate cover prior to submittal. A copy is included. Title Commitment 1) Please insure a new title commitment is provided in the formal application. The new title commitment should be dated not more than 30 days prior to the formal submittal. RESPONSE: An updated title commitment is provided. 2) Please submit five hard copies of the following exceptions: # 9, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 22, 23, 24, 25, 26, and 27. Electronic submittal copied onto two discs is an acceptable alternative. RESPONSE: The requested information has been provided digitally. Certified Mailing List 1) Please provide the mailing list in an electronic spreadsheet format. RESPONSE: Provided as requested. Annexation Petition GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 f: 303.893.6792 3 • • • 1) The submitted petition is in a non-standard format. The Town Attorney has responded to Mr. Reutzel, indicating the Town's preference for the Town's standard format. RESPONSE: We will accommodate the Town's request for a standard format of annexation petition subject to language preserving the annexor's ability to withdraw its signature on the petition pursuant to §31-12-107 (1) (e). 2) It references a Douglas County development. RESPONSE: The initial draft was incorrect and the revised petition will correct the mistake. 3) As stated in the petition, applicant desires to pull the petition if an acceptable annexation agreement is not negotiated prior to final adoption of the annexation ordinance. The Town of Mead has accommodated this request in the past, however, please notify Dan Dean within the next two weeks regarding the applicant's list of concerns and/or issues. RESPONSE: As of this date the applicant has no issues to bring to the attention of the City. 4) On page 6 of the petition, the landowner is identified as Bear View LLC, 1750 Skyview Lane, Mead, Colorado 80118, Ian W. Steyn, Manager(?). If this is accurate, there is no disclosure regarding the named landowner, nor his relationship to the Weld County Land Investors, Inc. RESPONSE: The initial draft was incorrect and the revised petition will correct the mistake. 5) The metes and bounds legal description attached to the petition contains two errors. Page 2 and page 3 each contain the phrase "... of the records of the records of the Weld County Clerk and Recorder...." One of the "... of the records..." should be deleted. The same error appears in the legal description on the annexation map. RESPONSE: The revised petition and map will correct the legal description error. 6) Please note, in the Annexation Agreement a clause will be added requiring the applicant to petition for exclusion from Berthoud Fire and inclusion to Mountain View, to occur within 30 days of the annexation ordinance approval. RESPONSE: Understood. Annexation Map 1) Please provide proof of legal description closure in AutoCAD format via electronic transfer on two discs. Include a drawing file of the map, x -refs and all font files used. The use of "eTransmit" to prepare a transmittal set of the AutoCADTMdrawing is preferred. A word processing file of the legal description should also be provided on the CD. Text is to be in upper case. RESPONSE: Two discs have been provided. 2) The format of the map is reversed from the Town's standard. The Certificate of GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 t: 303.893.6792 4 • • • Ownership should be on the right hand side of the sheet and the other certificates and signature blocks should be in columns progressing from right to left across the page. RESPONSE: The certificates have been arranged as requested. 3) On Sheet 1, the type size may be reduced from 12 pt. (0.16666") to 10 pt. (0.13888"). RESPONSE: Noted. 4) On Sheet 1, the column width is 8+" in width and space between columns is 2'/z". Please format in accordance with the Town standards whereby a) columns are not to be greater than 6'/" in width and b) columns are to be separated by 1". RESPONSE: The column widths have been adjusted. 5) On Sheet 1, the "Title Block" refers to a project name of "Weld 820." Please Clarify what the name of this project is to be titled and provide consistency throughout the application. RESPONSE: The name on the Annexation Map will be revised to match the application. 6) On Sheet 1, the metes and bounds legal description provided in the certificate of ownership contains two errors. The phrase "... of the records of the records of the Weld County Clerk and Recorder...." Please delete one of the "... of the records...." RESPONSE: The duplication of text in the legal description has been corrected. One Sheet 1, the Surveyor's Certificate does not follow the Town's standard. This should be replaced with the correct one, as provided by the Town. The surveyor's certificate is to contain the measurement of contiguity and the total perimeter. These measurements are shown elsewhere on the map, but are not covered by the Surveyor's Certificate as the Town requires. It is suggested that the "note" giving the measurement of the contiguity and the total perimeter also provide the measurement of the required contiguity (1/6 of the total perimeter) in feet. RESPONSE: The surveyor's certificate has been corrected. (7) 8) On Sheet 1, the Planning Commission certificate contains a formatting error. The signature line for the Chairman should be moved to the right (right justified) and the signature line for the Planning Commission Secretary should be moved to the left, under the "ATTEST:". RESPONSE: The Planning Commission certificate has been corrected. 9) On Sheet 1, the Board of Trustees certificate should be reformatted to eliminate lines with only one or two words. The underlines for inserting the ordinance number and dates only need to be sufficient in length for the information to be handwritten into the space provided. RESPONSE: The formatting of the Board of Trustees certificate has been corrected. 10) On Sheet 1, the Board of Trustees certificate should be reformatted. The signature line for the Mayor should be moved to the right (right justified) and the signature line GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 t: 303.893.6792 5 • • • for the Town Clerk should be moved to the left, under the "ATTEST:". RESPONSE: The Board of Trustees Certificate has been corrected. 11) On Sheet 1, when multiple map sheets are used, one drawing must combine all the parts into one map showing the entire final plat. "Match lines" are to be used to identify the location of adjacent map sheets. RESPONSE: The match line reference for sheets is shown within the vicinity map. 12) On Sheet 2, a dimension on the lower left hand side of the page is mislabeled. Please correct it to read "S 89°38'02"W 30.00'." RESPONSE: The bearing has been corrected. 13) On Sheet 2, the reference label for Weld County Road No. 7, should also refer to "3rd Street," which will be the designation of this road when the annexation is accomplished. RESPONSE: The 3rd Street reference has been added. 14) On Sheet 2, the labels for the 20' wide water line easements, Rec. No. 2204984, No. 2204985 and No. 2558122, should also indicate the beneficiary (Little Thompson Water District). RESPONSE: The beneficiary has been added. 15) On Sheets 2 and 3, reference is made to "right-of-way for ditches and reservoirs/ponds as established and/or used as shown on ALTA/ACSM land title survey by Carroll & Lange Inc., dated June 18, 2008, Job No. 3930." These ditch rights -of -way, ponds and reservoirs, if titled in a name other than the Weld County Land Investors Inc., should be shown on the annexation map. RESPONSE: There are no references to ditches or reservoirs on the annexation map sheets. The ALTA survey that Carroll & Lange, Inc. prepared does address ditches and reservoirs. Ownership of any fee property concerning the ditches or reservoirs within the property was not disclosed by the title commitment prepared by Land Title Guarantee Company. Special Warranty Deed - Groundwater 1) The Town's Standard Form Special Warranty Deed has not been completed. It must be completed upon submission of the annexation application. Please note the special warranty deed will not be recorded until the culmination of the annexation. RESPONSE: The deed is included in the submittal. 2) The water report needs to be signed. RESPONSE: The report has been signed. Annexation Impact Report GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 f: 303.893.6792 6 • • • 1) The first paragraph contains a stated assumption that the 2 -acre home sites will be served by wells. In the Town of Mead, typically, individual wells are not permitted. RESPONSE: The statement is incorrect. The 2 acre lots are proposed to be served by public water and individual septic systems. The statement has been revised. 2) Under the sewer discussion, the narrative indicates wastewater would be collected and eventually flow to the Feather Ridge Lift Station. Now that the Town's new wastewater treatment plant is in operation, the Feather Ridge Lift Station has been decommissioned. RESPONSE: The statement has been updated to indicate that wastewater will be conveyed to the new wastewater treatment plant, rather than the Feather Ridge Lift Station. 3) Also under the sewer discussion, the narrative indicates the 2 -acre home sites will be served by septic systems. Town regulations do allow septic systems on a case -by - case basis. Further discussion regarding septic systems for the 2 -acre home sites should be held. If, after review by both the Town and the applicant, septic systems are deemed acceptable, the allowance may be provided for in the Annexation Agreement. RESPONSE: Noted. The applicant will initiate discussions about the septic units after submittal of the application. 4) Please confirm that electric service will be by Xcel Energy. United Power has existing power lines along the western boundary of the property. RESPONSE: Electric service will be provided by Xcel. 5) On page 3, §31-12-108.5 (e), the property is also in the Big Thompson Conservation District. Please include this district in the list. RESPONSE: Complete. 6) Please determine the relationship to the Town's and other adjacent 208 planning/service areas. If none of the area is currently within the Town's 208 area, it may need to be included. This issue may be addressed in the Annexation Agreement. RESPONSE: A portion of Section 33 is within the Town's 208 Area. The balance of the property is not within a service area. 7) Further information regarding the two school district's needs relating to capital improvement mitigation fees and land dedication requirements should be included. RESPONSE: Complete. 8) Please correct the spelling of Qwest, Xcel and Sheriff. RESPONSE: Corrected. Concept Plat 1) Please utilize the Town's standard certificate and signature block formats. GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver. Colorado 80402 USA v: 303.893.4288 t: 303.893.6792 7 • • • RESPONSE: The Towns certificates have been added to the document. 2) On Sheet 3, the table should provide some indication of future ownership of the planned Open Space areas. Note that the Town requires open space areas to be owned and maintained by a HOA or Metro District. RESPONSE: The ownership has been added to Sheet 3. The open space will be owned by either a HOA or Metro District. 3) All existing mature tree locations should be identified for preservation. Trees containing raptor nests are to be preserved. RESPONSE: A note has been added to the Concept Plan indicating that existing mature trees along the Ide & Starbird Ditch should be preserved. The individual locations of trees will be provided at time of Subdivision. 4) Please indicate how the corner of CR38 and CR7 is proposed to be utilized, owned and maintained. RESPONSE: The open space will be owned and maintained by the HOA or Metro District. It will serve as informal open space and act as a buffer for the adjacent property owners. Utility Report 1) The title on the report and on the map refers to Mead 820 instead of the Weld County Land Investors Inc. Annexation. Please modify for consistency in the application. RESPONSE: The title on the utility report has been updated as requested. 2) The report should be signed and sealed by the responsible engineer. RESPONSE: The utility report is now signed by the responsible professional engineer. 3) On page 1, section II, A., Sanitary Sewer, this paragraph indicates the wastewater would be collected and eventually flow to the Feather Ridge Lift Station. Now that the Town's new wastewater treatment plant is in operation, the Feather Ridge Lift Station has been decommissioned. RESPONSE: The utility report has been updated to indicate that wastewater will be conveyed to the new wastewater treatment plant, rather than the Feather Ridge Liff Station. 4) On page 2, section III, A., Sanitary Sewer, the second paragraph contains a stated assumption that the 2 -acre home sites will be served by wells. Typically, the Town requires developed sites to be included in publicly -owned water systems. RESPONSE: The utility report has been updated to indicate that the entire site will be served by a public water system, including the 2 -acre home sites. 5) Again, on the Map, a label indicates that the 2 -acre lots will be served by well and septic. Typically, the Town requires developed sites to be included within public water systems. GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 f: 303.893.6792 8 • • • RESPONSE: The utility report has been updated to indicate that the entire site will be served by a public water system, including the 2 -acre home sites. Geotechnical and Geologic Study 1) The title, and throughout the document, refers to Mead 820 instead of the Weld County Land Investors Inc. Annexation. Please modify for consistency in the application. RESPONSE: The title and internal study references of the Geotechnical and Geologic Study have been modified to reflect Weld County Land Investors Inc. Annexation as requested. 2) On page 2, please define and/or clarify the clause "A re-entrant section of the property line ..." RESPONSE: The portion of the property line in the northwest is shared in common with a dairy farm. "A re-entrant section of the property line ..." was used to best describe what was within proximity to the property line segments that are distinguished from the others mentioned in the context of the paragraph. "Re-entrant" as we have used it is defined as property line segments that are directed inward relative to the other defined property lines. 3) On page 5, the presence of water soluble sulfates is noted. This may impact the design of the public infrastructure in the area. RESPONSE: The civil engineer should evaluate the impact of the presence of water soluble sulfate with respect to concrete in contact with soils within the public infrastructure. Consideration should be given to the use of Type II or Type II modified cement for concrete in contact with soils. 4) On page 6, the probable need for sub -excavation for building foundations and under streets is noted. This may impact the design of the public infrastructure in the area. RESPONSE: Building foundation sub -excavation should be evaluated for each residence on a case by case basis with lot specific geotechnical engineering recommendations. Consideration should be given to performing another geotechnical study once the locations of the roadways have been determined to assist in providing design parameters for subgrade preparation and alternative pavement thickness sections. 5) On page 7, the need for observation and testing by qualified experts of fill placement on a full-time basis is noted. RESPONSE: Swelling soils are common in Colorado and are present on this property. Observation and testing of the placement and compaction of sub excavation fill is recommended to reduce the swell potential of on -site materials. If off -site material is considered as import for structural fill, it should be tested and approved by a geotechnical engineer prior to hauling to the site. 6) On page 11, Table 3 indicates a possible use of full depth asphalt pavement. Please GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 f: 303.893.6792 9 • • • note the town does not allow the use of full depth asphalt pavement. RESPONSE: Final pavement thickness design recommendations for the development should reflect this note accordingly. Drainage Report and Map 1) The map will need to be drafted indicating 2' contours rather than 10' contours. RESPONSE: The drainage map has not been revised to show 2-ff contours rather that the 10-ff contours currently provided. Providing 2 -ft contours would require aerial topography, which the applicant feels is unnecessary at this time. Future development applications will provide the requested 2-ff contours. 2) The title refers to Mead 820 instead of the Weld County Land Investors Inc. Annexation. Please modify for consistency in the application. The title of the drainage report has been updated as requested. 3) The report should be signed by the responsible engineer. The drainage report is now signed by the responsible professional engineer. Traffic Impact Study 1) Please include in the study, an analysis of County Road 5 on the west side of the parcel. RESPONSE: Analysis of County Road 5 (CR5) was not included in the traffic impact study for the following reasons: 1) the 2030 traffic forecasts on CR5 were very low (100 vehicles per day) in the "Mead Transportation Plan;" 2) Planning Area 4, of this property, was designated as open space, which will not generate any new traffic; and 3) there are no significant attractions to the west of the site. Traffic impacts to the west, involving CR5, would not be significant. General Comments 1) As the area is divided into separate school districts, how will the neighborhood be designed to create harmony and a sense of community? RESPONSE: We understand that the property is divided into two separate school districts. After initial discussions with the school districts, it was determined that trying to combine the site into one district would be an uphill battle. We believe that both districts have high performing schools that are an asset to the development therefore the design of the neighborhood will focus on providing centrally located neighborhood gathering places for all of the residents to be able to congregate which will provide a sense of community. 2) For future consistency, the Town encourages you to utilize the soon -to -be -adopted zoning standards in the standards table on the concept plan. As we realize you have not been privy to these, they are as follows: GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver, Colorado 80402 USA v: 303.893.4288 f: 303.893.6792 10 Dimensions: Lot Sizes RSF-4 (8000 sq. ft. min.) Frontage Minimums 20' Maximum Lot Coverage 50% impermeable Height Max 35' Front Setback 20' (25' for garage front) front) Side Setback 7' Bldg Separation 15' Rear Setback 25' Side on street setback 20' Accessory bldg rear setback 5' Accessory bldg front setback 25' Accessory bldg side setback 5' RSF-1 (1 ac min.) 50' 20% impermeable 35' 20' (25' for garage 15' 30' 30' 20' 10' 25' 10' RESPONSE: The Development Standards chart on the Concept Plan has been revised to reflect the standards as outlined above. 4) There is suspicion there may be an old farm dump on the NW portion of the annexation area. The applicant is encouraged to contact neighbors and to research historical knowledge of past owner(s). Please provide information regarding this concern. RESPONSE: According to the farmer leasing the property, there is not a farm dump on the NW portion of the property. He does have irrigation equipment, including piping, stored on the NW portion of the property, east of the ditch but he utilizes that equipment on a regular basis. If there is a continued concern, the applicant would be happy to accompany the staff to the site along with the farmer to review the area of concern. 5) The applicant will need to follow the Colorado Revised Statute regarding notification of mineral rights owners. RESPONSE: Noted. Please feel free to call me with any questions you may have. Sincerely, Layla Rosales Associate Principal GAGE DAVIS ASSOCIATES Land Planning and Development Consultants 475 West 12th Avenue. 2nd Floor . Suite E . Denver. Colorado 80402 USA v: 303.893.4288 1: 303.893.6792 • • • TOWN OF MEAD LAND USE CODE FORM D-2 ANNEXATION AND CONCEPTUAL PLAN APPLICATION Applicable Section(s): Copies Required: A. Conceptual Plan Submission Requirements. 1. Applicant's name, address and telephone number: Weld County Land Investors, Inc do Reutzel and Associates 5566 S. Syracuse St Littleton, Colorado 80120 (303) 694-1982 2. Legal description of the property proposed for the land use change: All of Section 33 and a portion of Section 33, Township 4 North, Range 68 West of the 6"' Principal Meridian, County of Weld, State of Colorado. See Exhibit A attached. 3. Proposed land use change located in Mead Performance District No. 1 . 4. Give a brief nonlegal description of the existing land use of the site and of the general character of the use of adjacent lands. See Exhibit 8 attached. 5. Give a brief nonlegal description of the proposed land use change including the number of living units, type of home occupation proposed, the placement of a mobile home, etc. See Exhibit B attached. If the proposed land use change involves the annexation of land, the applicant must submit a petition and supporting documents in the form prescribed by C.R.S. 31-12-101, et seq. In addition, the applicant shall post a bond or other security as required by Section 16-20-40 of the Mead Municipal Code. 6. Provide a sketch plan of the proposed land use change, including a site analysis consisting of a map, plot plan or diagram showing the total acreage, abutting landowners and land uses, streets, highways, utilities that will service the proposed development; and major physical features, including drainage and the location of natural hazards. [attach maps and sketches as necessary] 7. A master development plan, if the land use change is proposed to be constructed in stages requiring separate reviews and approvals. 8. Provide an elevation drawing of the proposed structure(s) showing height and describing the MEAD - D-2 FORM LUC-WCLI. DOC 1/13/07 (4:05 pm) 1 of 4 • • • exterior materials. [attach drawings as necessary] 9. The fiscal impact analysis, Form D-4. 10. Provide other information that the applicant believes will assist the Planning Commission and the Board of Trustees in making a fair decision. (attach additional sheets as necessary] 11. Signature of the Applicant: By this acknowledgment, the undersigned hereby certify that the above information is complete and true. (If the applicant is not the owner(s) of the subject property, the owner(s), mortgage and/or lienholder shall also sign the Application.) Owner: Date: Owner: Date: Applicant: Date: (attach additional signatures as necessary) STATE OF COLORADO ) SS. COUNTY OF The foregoing instrument was acknowledged before me this by My commission expires: Witness My hand and official seal. day of 20 Notary Public ***"************APPLICANT NOT TO WRITE BELOW THIS LINE'****************** B. Review Agency Comments. 1. Building Official: 2. Town Engineer: 3. Town Attorney: 4. Other Referrals: C. Further information requested, if any: D. Action by the Planning Commission: 1. The application is complete. Yes ❑ No ❑ 2. The application is for a Major Land Use Change. Yes u No ❑ MEAD - D-2 FORM LUC-WCLL DOC 1/13/07 X4: 05 pm) 2 of 4 • • • 3. The requirements of the Mead Land Use Code have been satisfied. Yes ❑ No ❑ 4. If the application is for the annexation of property, has the annexation question been submitted to and approved by the electorate? Yes ❑ No ❑ 5. The application is: ❑ approved ❑ disapproved ❑ approved with the following conditions: a) b) c) (attach additional conditions as necessary) DONE by the Mead Planning Commission of Mead, Colorado, this _ day of , 20 . ATTEST: Secretary to the Commission Chairman E. Action by the Board of Trustees. 1. The application is complete. Yes 0 No 0 2. The application is for a Major Land Use Change. Yes a No a 3. The requirements of the Mead Land Use Code have been satisfied. Yes a No G 4. The application is: o approved o disapproved c approved with the following conditions: a) b) c) MEAD - D-2 FORM LUC-WCLI. DOC 1/13/07 (9'.05 pm) 3 of 4 • • • (attach additional conditions as necessary) DONE by the Mead Board of Trustees of Mead, Colorado, this day of 20 ATTEST: Town Clerk Mayor MEAD - D-2 FORM LUC-WCLI.DOC 1113107 (4:05 pm) 4 of 4 • • • FORM D-2 EXHIBIT A- LEGAL DESCRIPTION PARCEL I: ALL OF SECTION 33, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO. EXCEPTING THEREFROM THOSE PARCELS OF LAND CONVEYED BY DEEDS RECORDED IN BOOK 114 AT PAGE 311, IN BOOK 330 AT PAGE 426, AND IN BOOK 414 AT PAGE 54, WELD COUNTY RECORDS. SAID PARCEL I CONTAINS A NET AREA OF 641.21 ACRES, MORE OR LESS. PARCEL II: THE SOUTHWEST 1/4, AND THE SOUTH 1/2 OF THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO. EXCEPTING THEREFROM THAT PARCEL OF LAND CONVEYED IN BOOK 727, AT RECEPTION NO. 1649180, WELD COUNTY RECORDS. SAID PARCEL II CONTAINS A NET AREA OF 194.92 ACRES, MORE OR LESS. • • FORM D-2 EXHIBIT B The Site The Weld County Land Investors (WCLI) property encompasses 836 acres located in Weld County, Colorado. The site is surrounded by WCR 38 on the south, and WCR 5 and 7 on the west and east respectively. The site is undeveloped farmland that is currently being leased to a local farmer for production. The Starboard Ditch bisects the property from north to south. The land located on the east side of the ditch is gently sloping from east to west while the property to the north and west of the ditch has more variation in the topography with drainage corridors and undulating terrain. Land Use WCLI proposes to annex the property into the Town of Mead with a zoning designation of Residential. The proposed zoning will be large lot residential which is in compliance with the recently adopted Comprehensive Plan. The Concept Plan includes up to 600 -%to 1 acre single family detached lots and 50-2 acre single family detached lots. This land use is highly compatible with the surrounding developments and will compliment the rural character of the Town. Utilities The Y2-1 acre lots will be served by public water and sewer while the 2 acre lots will be served by public water and individual septic systems. WCLI is working with the service providers and preparing the necessary documentation for inclusion and service as required for the development of the site. Transportation The Town of Mead Transportation Plan shows the alignment of the Western Parallel Arterial road bisecting the property. As a part of the Annexation Agreement, WCLI would like to specify the location of the future roadway in order to provide some predictability in the development of the site. Mineral Owners WCLI owns the mineral rights for the west half of Section 33. Anadarco owns the rights to the east half of Section 33 and is currently leasing those rights to Noble Energy. Noble drilled their first well on the site in late 2008. The mineral rights for Section 28 are being leased by Petro -Canada who currently operates two wells on the property. WCLI has been in contact with Noble Energy to begin discussions on a Surface use Agreement for the east half of Section 33. Petro -Canada has not been approached about a Surface Use Agreement as of this time. • TOWN OF MEAD LAND USE CODE FORM D-4 FISCAL ANALYSIS (Required for all Preliminary and Final Applications) (for Major Land Use Changes) Applicable Section(s): Copies Required: Applicants name, address and telephone number: Weld County Land Investors, Inc. Go Reutzel and Associates 5566 S. Sycamore St Littleton, Colorado 80120 (303) 694-1982 Name of the Project: Weld County Land Investors Annexation REVENUES. A. Recurring Revenues: 1. Property Tax. Market value all single family units 1169,000,0001(') x factor 1 7.96 % ](2) = Assessed Valuation [13,452,400 1 Market value all multi -family units 1 0 j(') x factor [ 7.96 Q/0 1(2) = Assessed Valuation 1 0 1 Market value all mobile home units [ 0 1(') x factor [ 7.96 % 1(2) = Assessed Valuation 1 0 Market value all non-residential structures 10 x factor [ 29% 1(2) = Assessed Valuation Total Assessed Valuation (1) 1 [ 0 1 [ 13,452,4001 Total Assessed Valuation [ 13,452,4001x Town mill levy 1 11.522 mills 1(3) = Town Property Tax Revenue 1154,999 Total Assessed Valuation [ 6,208,8004'1x St. Vrain School mill levy [ 46.285 mills 1(3) = School Property Tax Revenue * Only 300 homes in district 1287,374 1 Page 1 of 7 (I) Developer's projected market value. (2) Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. (J) Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc • • • Total Assessed Valuation [ 13,4523]400 ] x Mt. View Fire District mill levy [ 11.744 mills ] = Fire District Property Tax Revenue [ 157,985 1 Total Assessed Valuation f 13,452,400 ] x Weld County mill levy [ 16.804 mills ](3) = County Property Tax Revenue f 226,054 1 Total Assessed Valuation f 13,452,4001x St. Vrain San. Dist. mill levy [ 0.806 mills ](3) = St. Vrain San. Dist. Tax Revenue [ 10,843 1 Total Assessed Valuation [ 7,243,600'] x Thompson Valley School mill levies [ 40.974 mills 1 = Other Property Tax Revenue f 296,800 *Only 350 homes in district Total Assessed Valuation L 13,452,400 ] x all other mill levies [ 4.454 mills ]t = Other Property Tax Revenue [ 59,917 ] Total Property Tax Revenue f 1,193,972 ] 2. Sales Tax. Population in the development f 1,625 ] x the last year's per capita collection f $48.46 1(3) = total annual sales tax revenue Estimated gross retail sales within the development f 0 1x 2%(3) = total annual sales tax revenue 3. Sewer Revenue. Population in the development [ 1,625 ] x the last year's per capita collection J $130.37 1(3) = total annual sewer revenue 4. Other Revenue (taxes, fees, permits, etc.). Population in the development 11,625 1x the last year's per capita collection I $65.80 ]13) = total other revenue Nonresidential - business licenses, liquor licenses, etc.(3) = total annual other revenue TOTAL RECURRING REVENUE [ 78,784 ] [ 0 1 [ 211,851 ] f 106,925 1 f 0 ] [ 397,524 1 1 Page 2 of 7 ) Developer's projected market value. R/ Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. PI Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc B. One -Time Revenues. 1. Building Permits. Market value of structure(s)1169,000,000 l"' x factor 1 .0099375 + $30.00/BP j(3) = building permit revenue [ 1,698,938 2. Use Taxes. Market value of structure(s) 1 169,000,000I(1) x 50% x 2% = use tax revenue [ 1,690,000 1 3. Sewer Plant Investment. Total taps x factor [ $7,000.00 1(3) = total PIF 14,550O00 1 4. Storm drainage. Number of dwelling units [ 650 1 x $131 = residential storm drainage impact fees [ 85.150 Square feet of nonresidential development 1 0 1 x $0.08/ sq.ft. = nonresidential storm drainage impact fees 5. Transportation. Number of dwelling units [ 650 1 x $1,350 = residential transportation impact fees [ 877,500 1 Square feet of nonresidential development f 0 1 x $0.37/ sq.ft. = nonresidential transportation impact fees [ 0 6. Open Space. Number of dwelling units [ 650 l x $1,852 = residential open space impact fees [ 1,203,800 1 Square feet of nonresidential development [ 0 j x $0.47/ sq.ft. = nonresidential open space impact fees 1 0 1 7. Police Protection. Number of dwelling units [ 650 l x $50 = residential police protection impact fees [ 32,500 Square feet of nonresidential development [ 0 1 x $0.01/ sq.ft. = nonresidential police protection impact fees 1 [ 0 1 1 [ 0 1 Page 3 of 7 t Developer's projected market value. m Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. (3) Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc 8. Municipal Facilities. Number of dwelling units1650 650 1 x $1, 697 = residential municipal facilities impact fees [ 1,103,050 1 Square feet of nonresidential development 1 0 1 x $0.43/ sq.ft. = nonresidential municipal facilities impact fees 1 0 1 9. Park System. Number of dwelling units 65[ 0 1 x $462 = residential park system impact fees [ 300,300 1 10. Recreation Center. Number of dwelling units [ 650 lx $1, 683 = residential recreation center impact fees 11,093,950 1 11. Downtown Revitalization (public facilities). Number of dwelling units 65f 0 1 x $304 = residential downtown revitalization impact fees 1197,600 12. Capital Equipment. Number of dwelling units 65f 0 1 x $316 = residential capital equipment impact fees Square feet of nonresidential development [ 0 1 x $0.09/ sq.ft. = nonresidential capital equipment impact fees TOTAL ONE TIME REVENUE 1 1205,400 1 [ 0 1 [ 13,038,188 1 Page 4 of 7 (') Developer's projected market value. (2) Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. "' Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc II. EXPENDITURES. A. Recurring Costs. 1. Street Maintenance. Acres in development [ 836.1 l x 4% x factor f $2,287.00 1(3) = total street maintenance costs [ 76.486 2. Police Protection. 1 Projected population at full development 11,625 1 x per capita cost of police protection f $23.87 1t3t = total police protection costs 138,789 1 Square feet of nonresidential development I 0 1 x [ ]131 = nonresidential police protection costs I 0 1 3. General Government. Projected population at full development 11.625 1 x per capita cost of general government [ $87.18 ]tat = total general government costs [ 141,668 1 Square feet of nonresidential development [ 0 ] x I 1(3) = nonresidential general government costs I 0 1 4. Parks and Recreation. Projected population at full development I 1,625 x per capita cost of park maintenance I $10.00 ]tai = total park maintenance costs 5. Sewer Collection and Treatment. Projected population at full development [ 1,625 x per capita cost of sewer collection and treatment [ $100.20 1(3) = total sewer costs 6. Storm Water and Drainage. 1 Projected population at full development [ 1,625 1 x per capita cost of storm water and drainage maintenance [ N/A 1(3) = total storm water costs *Inserted "N/A" Square feet of nonresidential development [ 0 1 x I 1t3t = nonresidential storm water costs [ 16,250 [ 162,825 [ N/A* [ 0 TOTAL RECURRING COSTS [ 436,018 1 Page 5 of 7 m Developer's projected market value. (2) Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. (3) Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc B. One -Time Costs. 1. Park and Recreation. Projected population at full development [ 1,625 x .001 facilities per capita x 5,000 sq.ft. x average cost per sq.ft. for recreation facilities J $65.00 ](3) = total recreation facilities costs [ 528,125 1 2. Sewer Plant. Projected population at full development 11,625 1 x gallons per capita 1 120 gal. ]tat x cost per gallon of capacity [ $3.50 1(3) = total cost of sewer plant TOTAL ONE-TIME COSTS TOTAL RECURRING REVENUES TOTAL RECURRING EXPENDITURES DIFFERENCE TOTAL ONE-TIME REVENUES TOTAL ONE-TIME EXPENDITURES DIFFERENCE 1 682,500 1 [ 1,210,625 1 1 1.591,496 1 1 436,018 1 1 1,155,478 1 [13,038.188 1 [ 528,125 ] 1 12.510,0631 ********s*i**t*xx�� rw+xw+�a+*asi*s*tt*a*xx�w:xk a*t*t***ix Page 6 of 7 tDeveloper's projected market value. (2) Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. (J) Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc • • • III. Signature of the Applicant. By this acknowledgment, the undersigned hereby certify that the above information is complete and true. (If the applicant is not the owner(s) of the subject property, the owner(s), mortgage and/or lienholder shall also sign the Application.) Owner: Date: Owner: Date: Applicant: Date: (attach additional signatures as necessary) STATE OF COLORADO) SS. COUNTY OF The foregoing instrument was acknowledged before me this day of 20 by My commission expires: Witness My hand and official seal. Notary Public Page 7 of 7 (1) Developer's projected market value. in Call county assessor to determine what factor to use in order to obtain current assessed value of proposed development from market value in the area. (3) Contact the Town Clerk for current factors. Mead - D-4 Form LUC-wcli- r&a version.doc January 31, 2006 • • • TOWN OF MEAD LAND USE CODE FORM D-5 AGREEMENT FOR PAYMENT OF REVIEW AND DEVELOPMENT EXPENSES INCURRED BY THE TOWN THIS AGREEMENT, made and entered into this _ day of , A.D. 20_, by and between the TOWN OF MEAD, COLORADO, a municipal Corporation, hereinafter referred to as "the Town," and U%t16 hereinafter referred to as "the Owner/Developer," 7Counth LaM LfWsfrxs7lvtc. ra Colarati enitvicfroK WITNESSETH: WHEREAS, the Owner/Developer owns of certain property situated in the County of Weld, State of Colorado, and legally described as follows, to -wit: Sauk (Insert the legal description for the subject props t y ��1 WHEREAS, the development process included all aspects of land use including but not limited to annexation, subdivision, change of land use and the installation of public improvements; and WHEREAS, the Owner/Developer desires to develop said property and hps made application to the Board of Trustees of the Town of Mead for approval of (IAA rya flat tttitd 'tom n ; and J WHEREAS, the Parties hereto recognize that the cash deposits and non-refundable land use fees as specified by the Municipal Code of the Town of Mead may not be adequate to fully cover the Town's expenses in considering the referenced application, including, but not limited to, legal publications, planning services, engineering services, attorney fees, consultant fees, reproduction of material, public hearing expenses and recording documents; and WHEREAS, the Parties hereto recognize that the Town will continue to incur expenses throughout the entire development process until final completion of the development project; NOW, THEREFORE, in consideration of the premises and of the mutual promises and conditions hereinafter contained, it is hereby agreed as follows: FULL AND SEPARATE ACCOUNTING OF REVIEW AND DEVELOPMENT EXPENSES. The Town will maintain separate accounts of all monies collected and expended as a result of the review of the above referenced application throughout the development process. Monthly statements of expenses incurred and the balance remaining in the account will be made available to the Owner/Developer by the Town. 2. EXPENDITURE OF FEES PAID BY THE OWNER/DEVELOPER. The Town shall expend the monies collected from the Owner/Developer in the form of land use fees and cash deposits, in the payment of expenses incurred in processing the Owner/Developer's request, throughout the development process until final completion of the Mead - D-5 Form LUC.doc Rewfetl: 1607 (10:30 Pm) Page 1 of c • • • project. Expenses shall include, but not limited to, fees charged to the Town for legal publications, planning services, engineering services, attorney services, consultant services, reproduction of material, public hearing expenses, the securing of permits and easements and the recording of documents. Any cash deposits held by the Town and not expended, will be refunded to the Owner/Developer, without interest, upon completion or termination of project. 3. PAYMENT OF REVIEW AND OTHER EXPENSES BY THE OWNER/DEVELOPER. In the event that the Town incurs expenses for the review of the Owner/Developer's request, greater than the monies collected from the Owner/Developer in the form of land use fees and cash deposits, the Owner/Developer shall reimburse the Town for the additional expenses and/or replenish the cash deposits to the level specified. Said reimbursement and/or replenishment shall be made within ten (10) days of the Town submitting an invoice for the expenses, or a demand for the replenishment of the cash deposit. Failure by the Owner/Developer to pay within the specified time shall be cause for the Town to cease processing the application, or deny the Owner/Developer of the right to appear before Planning Commission or the Board of Trustees, or deny approval of the application, withhold the issuance of building permits or certificates of occupancy. 4. APPLICATION TERMINATION. Except where the law or an agreement with the Town provides otherwise, the Owner/Developer may terminate his application at any time by giving written notice to the Town. The Town shall immediately take all reasonable steps necessary to terminate the accrual of costs to the Owner e.g., notify newspapers to cancel publications, etc. The Owner/Developer will continue to be liable for all costs reasonably incurred by the Town to terminate the application. 5. COLLECTION OF FEES AND COSTS. If the Owner/Developer fails to pay the fees required herein when due, the Town may take those steps necessary and authorized by law to collect the fees due. The Town shall also be entitled to all court and attorneys fees, other costs incurred in collection and interest on the amount due at the rate of 18% per annum. 6. PERSONAL GUARANTY. At the option of the Board of Trustees, the Owner/Developer may be required to provide a personal guaranty for the payment of review and other expenses. 7. ORIGINAL COUNTERPARTS. This Agreement may be executed as counterparts, each of which will be an original, but all of which together shall constitute one and the same instrument. IN WITNESS WHEREOF, the Town and the Owner/Developer have caused this Agreement to be duly executed on the day and year first above written. By this acknowledgment, the undersigned hereby agreed to be bound by the terms and conditions of this agreement. (Signature Instructions: And additional signature lines and notary certificates for each signature.) TOWN OF MEAD OWNER/DEVELOPER Mead - D-5 Form LUC.doc Revised: 1/6/03 00.30 pm) lAktel CowALI Lahti lvwou,Ms, In --7 Corporate name if ap linable 0. COIWRICo QtafiI ,j1 Page 2 o c Atuc-tevApoist Art • • • By By Richard W. Macomber, Mayor ATTEST: By Candace Bridgwater, Town Clerk STATE OF COLORADO ) )ss. COUNTY OF ) The foregoing instrument was acknowledged before me this , 20 by as Mayor and of Mead. My commission expires: Witness my hand and official seal. STATE OF COLORADO ) )Ss. COUNTY OF _ day of as Town Clerk of the Town Notary Public The foreg • g instru �ent was acknowledged before me this .3t7 ' day of 200Qby Jack. tAZY/ as pLvz,rr).D} 44- Ili kt co,,•' My commission expires: 5- 18- Zoo A Witness my hand and official seal. Mead - D-5 Form LUC.doc Revise! 14/03 (1030 pm) MARIA MASSARO NOTARY PUBLIC STATE OF COLORADO viy Ccmmissan Erp re- May la. 20( cao t nres(-ovs, (n e Notary Public Page 3 of c • • COMMUNITY NEED STATEMENT The annexation, zoning and development of the Weld County Land Investor's property (the "Property") is consistent with the Town's Comprehensive Plan. The future residents will produce consumers for the existing and planned commercial, retail and public facilities in Mead creating an economic multiplier that will enhance the range of services to be provided in Mead. The proposed land use plan for the property meets many of the stated Town of Mead Goals from the Town's Comprehensive Plan: The proposed land use pattern adds to the variety of densities and housing types available in Mead. (Housing Goal X.b). Its large lots will certainly enhance property values of the surrounding properties. (Housing Goal X.c). The proposed land plan accommodates the concept of a north/south arterial west of I-25. (Transportation Goal V.d). The development will provide for connections of streets and recreational trail to adjacent neighborhoods (Community Design Goal III.d), and areas and bike and pedestrian trails will be provided throughout the development (Community Facilities and Services Goal VI.e). From an annexation perspective, there is a community of interest existing between the Town and the Property. This community of interest is conclusively established by virtue of having more than I/6th contiguity to the existing town limits. In addition however, the community of interest exists because the property will be urban once developed and will be integrated with the Town through the utilization of existing and planned urban services provided by the Town. It is anticipated that the future residents of the Property will use the existing and planned recreational, civic, social, religious and commercial uses provided in the Town. IP" Land Title GUARANTEE COMPANY Date: 07-23-2009 Property Address: VACANT LAND Land Title Guarantee Company CUSTOMER DISTRIBUTION Our Order Number: FCC25065815-5 If you have any inquiries or require further assistance, please contact one of the numbers below: For Title Assistance: Ft. Collins "FCC" Unit Customer Care 772 WHALERS WAY #100 FORT COLLINS, CO 80525 Phone: 970-282-3649 Fax: 970-282-3652 EMail: customercare@Itgc.com For Closing Assistance: Cathy A. Grove 916 S MAIN ST #301 LONGMONT, CO 80501 Phone: 303-682-4081 Fax: 303-393-4939 EMail: cgrove@ltgc.com COLORADO LANDMARK REALTORS 2350 BROADWAY BOULDER, CO 80304 Ann: JOEL RIPMASTER Phone: 303-443-3377 Fax: 303-443-5989 Copies: 1 EMail: joelripmaster@gwest.net Linked Commitment Delivery PORZAK BROWNING & BUSHONG LLC 929 PEARL ST #300 BOULDER, CO 80302 Attn: MIKE BROWNING Phone: 303-443-6800 Fax: 303-443-6864 Copies: 1 EMail: mtbrowning@pbblaw.com Linked Commitment Delivery LAND TITLE GUARANTEE COMPANY 630 15TH AVE #101 LONGMONT, CO 80501 Attn: Cathy A. Grove Phone: 303-682-4081 Fax: 303-682-4096 Copies: 1 EMail: cgrove@ltgc.com REUTZEL & ASSOCIATES INC 9145 E KENYON AVE #200 DENVER, CO 80237 Ann: JACK REUTZEL Phone: 303-694-1982 Copies: 1 EMail: jack@reutzelandassoc.com Linked Commitment Delivery Land Title GUARANTEE COMPANY Property Address: VACANT LAND Buyer/Borrower: TO BE DETERMINED Land Title Guarantee Company Date: 07-23-2009 Our Order Number: FCC25065815-5 Seller/Owner: WELD COUNTY LAND INVESTORS, INC., A COLORADO CORPORATION Wire Information: Bank: FIRSTBANK OF COLORADO 10403 W COLFAX AVENUE LAKEWOOD, CO 80215 Phone: 303-237-5000 Credit: LAND TITLE GUARANTEE COMPANY ABA No.: 107005047 Account: 2160521825 Attention: Cathy A. Grove ****************************************************************** Note: Once an original commitment has been issued, any subsequent modifications will be emphasized by underlining. ****************************************************************** Need a map or directions for your upcoming closing? Check out Land Title's web site at www.ltgc.com for directions to any of our 54 office locations. ESTIMATE OF TITLE FEES TBD Commitment $214.00 if Land Title Guarantee Company will be closing this transaction, above fees will be collected at that time. TOTAL $214.00 Form CGMTACT 06/04 THANK YOU FOR YOUR ORDER! arig Land Title CUAMNTEE COMPANY LAND TITLE GUARANTEE COMPANY INVOICE Owner: WELD COUNTY LAND INVESTORS, INC., A COLORADO CORPORATION Property Address: VACANT LAND Your Reference No.: When referring to this order, please reference our Order No. FCC25065815-5 - CHARGES - TBD Commitment $214.00 --Total-- $214.00 Please make checks payable to: Land Title Guarantee Company P.O. Box 5440 Denver, CO 80217 Old Republic National Tide Insurance Company ALTA COMMITMENT Our Order No. FCC25065815-5 Schedule A Cust. Ref.: Property Address: VACANT LAND 1. Effective Date: iuly 15. 2009 at 5:00 P.M. 2. Policy to be Issued, and Proposed Insured: "TBD" Commitment Proposed Insured: TO BE DETERMINED 3. The estate or interest in the land described or referred to in this Commitment and covered herein is: A Fee Simple 4. Tide to the estate or interest covered herein is at the effective date hereof vested in: WELD COUNTY LAND INVESTORS, INC., A COLORADO CORPORATION 5. The Land referred to in this Commitment is described as follows: SEE ATTACHED PAGE(S) FOR LEGAL DESCRIPTION • Our Order No: FCC25065815-5 LEGAL DESCRIPTION PARCEL 1: ALL OF SECTION 33, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO. EXCEPTING THEREFROM THOSE PARCELS OF LAND CONVEYED BY DEEDS RECORDED IN BOOK 114 AT PAGE 311, IN BOOK 330 AT PAGE 426, AND IN BOOK 414 AT PAGE 54, WELD COUNTY RECORDS. PARCEL II: THE SOUTHWEST 1/4, AND THE SOUTH 1/2 OF THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO. EXCEPTING THEREFROM THAT PARCEL OF LAND CONVEYED IN BOOK 727, AT RECEPTION NO. 1649180, WELD COUNTY RECORDS. ALTA COMMITMENT Schedule B-1 (Requirements) The following are the requirements to be complied with: Our Order No. FCC25065815-5 Payment to or for the account of the grantors or mortgagors of the full consideration for the estate or interest to be insured. Proper instrument(s) creating the estate or interest to be insured must be executed and duly filed for record, to -wit: 1. WARRANTY DEED FROM WELD COUNTY LAND INVESTORS, INC., A COLORADO CORPORATION TO TO BE DETERMINED CONVEYING SUBJECT PROPERTY. NOTE: ADDITIONAL REQUIREMENTS OR EXCEPTIONS MAY BE NECESSARY WHEN THE BUYERS NAMES ARE ADDED TO THIS COMMITMENT. COVERAGES AND/OR CHARGES REFLECTED HEREIN, IF ANY, ARE SUBJECT TO CHANGE UPON RECEIPT OF THE CONTRACT TO BUY AND SELL REAL ESTATE AND ANY AMENDMENTS THERETO. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065815-5 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 1. Rights or claims of parties in possession not shown by the public records. 2. Easements, or claims of easements, not shown by the public records. 3. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, and any facts which a correct survey and inspection of the premises would disclose and which are not shown by the public records. 4. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 5. Defects, liens, encumbrances, adverse claims or other matters, if any, created, rust appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insured acquires of record for value the estate or interest or mortgage thereon covered by this Commitment. 6. Taxes and assessments not yet due or payable and special assessments not yet certified to the Treasurer's office. 7. My unpaid taxes or assessments against said land. 8. Liens for unpaid water and sewer charges, if any. 9. RIGHT OF WAY FOR DITCHES AND RESERVOIRS/PONDS AS ESTABLISHED AND/OR USED AS SHOWN ON ALTA/ACSM LAND TITLE SURVEY BY CARROLL & LANGE, INC., DATED JUNE 18, 2008, JOB NO. 3930. 10. RIGHT OF WAY FOR COUNTY ROADS 30 FEET ON EITHER SIDE OF SECTION AND TOWNSHIP LINES, AS ESTABLISHED BY THE BOARD OF COUNTY COMMISSIONERS FOR WELD COUNTY, RECORDED OCTOBER 14, 1889 IN BOOK 86 AT PAGE 273. 11. RESERVATIONS MADE BY UNION PACIFIC RAILWAY COMPANY, IN DEED RECORDED MAY 09, 1890, IN BOOK 97 AT PAGE 10, PROVIDING SUBSTANTIALLY AS FOLLOWS: RESERVING UNTO SAID COMPANY AND ITS ASSIGNS ALL COAL THAT MAY BE FOUND UNDERNEATH THE SURFACE OF LAND HEREIN DESCRIBED AND THE EXCLUSIVE RIGHT TO PROSPECT AND MINE FOR SAME, ALSO SUCH RIGHT OF WAY AND OTHER GROUNDS AS MAY APPEAR NECESSARY FOR PROPER WORKING OF ANY COAL MINE THAT MAY BE DEVELOPED UPON SAID PREMISES AND FOR TRANSPORTATION OF COAL FROM SAME. 12. RESERVATIONS MADE BY UNION PACIFIC RAILWAY COMPANY, IN DEED RECORDED AUGUST 15, 1893, IN BOOK 106 AT PAGE 446, PROVIDING SUBSTANTIALLY AS FOLLOWS: RESERVING UNTO SAID COMPANY AND ITS ASSIGNS ALL COAL THAT MAY BE FOUND UNDERNEATH THE SURFACE OF LAND HEREIN DESCRIBED AND THE EXCLUSIVE RIGHT TO PROSPECT AND MINE FOR SAME, ALSO SUCH RIGHT OF WAY AND OTHER GROUNDS AS ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065815-5 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: MAY APPEAR NECESSARY FOR PROPER WORKING OF ANY COAL MINE THAT MAY BE DEVELOPED UPON SAID PREMISES AND FOR TRANSPORTATION OF COAL FROM SAME. 13. RESERVATIONS BY THE UNION PACIFIC RAILROAD COMPANY COMPANY OF: (1) ALL OIL, COAL AND OTHER MINERALS UNDERLYING SUBJECT PROPERTY, (2) THE EXCLUSIVE RIGHT TO PROSPECT FOR, MINE AND REMOVE OIL, COAL AND OTHER MINERALS, AND (3) THE RIGHT OF INGRESS AND EGRESS AND REGRESS TO PROSPECT FOR, MINE AND REMOVE OIL, COAL AND OTHER MINERALS, (4) THE RIGHT TO MAINTAIN AND OPERATE ITS RAILROAD IN ITS PRESENT FORM OF CONSTRUCTION, AND TO MAKE ANY CHANGE IN THE FORM OF CONSTRUCTION OR METHOD OF OPERATION OF SAID RAILROAD, ALL AS CONTAINED IN DEED RECORDED MAY 08, 1909, IN BOOK 233 AT PAGE 215. 14. RIGHT OF WAY EASEMENT AS GRANTED TO MOUNTAIN STATES TELEPHONE AND TELEGRAPH IN INSTRUMENT RECORDED JULY 30, 1930, IN BOOK 897 AT PAGE 93. 15. RIGHT OF WAY EASEMENT AS GRANTED TO UNION RURAL ELECTRIC ASSOCIATION, INC. IN INSTRUMENT RECORDED OCTOBER 19, 1970, UNDER RECEPTION NO. 1556282. 16. RIGHT OF WAY EASEMENT AS GRANTED TO LITTLE THOMPSON WATER DISTRICT IN INSTRUMENT RECORDED FEBRUARY 09, 1990, UNDER RECEPTION NO. 2204984. 17. RIGHT OF WAY EASEMENT AS GRANTED TO LITTLE THOMPSON WATER DISTRICT IN INSTRUMENT RECORDED FEBRUARY 09, 1990, UNDER RECEPTION NO. 2204985. 18. RIGHT OF WAY EASEMENT AS GRANTED TO LITTLE THOMPSON WATER DISTRICT IN INSTRUMENT RECORDED JULY 15, 1997, UNDER RECEPTION NO. 2558122. 19. REQUEST FOR NOTIFICATION OF SURFACE DEVELOPMENT AS EVIDENCED BY INSTRUMENT RECORDED MAY 28, 2002 UNDER RECEPTION NO. 2955249. (ITEMS 9 THROUGH 19 AFFECT PARCEL I) 20. RIGHT OF WAY FOR DITCHES AND RESERVOIRS/PONDS AS ESTABLISHED AND/OR USED AS SHOWN ON ALTA/ACSM LAND TITLE SURVEY BY CARROLL & LANGE, INC., DATED JUNE 18, 2008, JOB NO. 3930. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065815-5 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of' the Company: 21. RIGHT OF WAY FOR COUNTY ROADS 30 FEET ON EITHER SIDE OF SECTION AND TOWNSHIP LINES, AS ESTABLISHED BY THE BOARD OF COUNTY COMMISSIONERS FOR WELD COUNTY, RECORDED OCTOBER 14, 1889 IN BOOK 86 AT PAGE 273. 22. RIGHT OF WAY EASEMENT AS GRANTED TO MOUNTAIN STATES TELEPHONE AND TELEGRAPH IN INSTRUMENT RECORDED MAY 07, 1930, IN BOOK 894 AT PAGE 386. 23. ALL OIL, GAS, MINERALS AND OTHER MINERAL RIGHTS AS CONVEYED IN INSTRUMENT RECORDED JUNE 17, 1956, IN BOOK 1453 AT PAGE 250. 24. OIL AND GAS LEASE RECORDED MARCH 21, 2005 UNDER RECEPTION NO. 3269987 AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. 25. OIL AND GAS LEASE RECORDED MARCH 22, 2005 UNDER RECEPTION NO. 3270680 AND ANY AND ALL ASSIGNMENTS THEREOF, OR INTEREST THEREIN. 26. RIGHT OF WAY FOR COUNTY ROADS AND POND AS SHOWN ON LAND SURVEY PLAT RECORDED OCTOBER 7, 2003 AT RECEPTION NO. 3114687. 27. EASEMENT GRANTED TO COUNTY OF WELD, FOR TEMPORARY CONSTRUCTION EASEMENT, AND INCIDENTAL PURPOSES, BY INSTRUMENT RECORDED JULY 17, 2006, UNDER RECEPTION NO. 3403555. (ITEMS 20 THROUGH 26 AFFECT PARCEL II) 28. ANY AND ALL RIGHTS OF ADJOINING PROPERTY OWNERS BY REASON OF FENCE LOCATIONS AS SHOWN ON ALTAJACSM LAND TITLE SURVEY BY CARROLL & LANGE, INC., DATED JUNE 18, 2008, JOB NO. 3930. 29. RIGHT OF WAYS FOR WCR ROADS 5, 7 AND 38 AS CURRENTLY USED. 30. OVERHEAD UTILITY LINES AS SHOWN ON ALTA/ACSM LAND TITLE SURVEY BY CARROLL & LANGE, INC., DATED JUNE 18, 2008, JOB NO. 3930. ALTA COMMITMENT Schedule B-2 (Exceptions) Our Order No. FCC25065815-5 The policy or policies to be issued will contain exceptions to the following unless the same are disposed of to the satisfaction of the Company: 31. RIGHTS OF INGRESS, EGRESS AND USEAGE OF ROADS ACROSS SUBJECT PROPERTY AS SHOWN ON ALTA/ACSM LAND TITLE SURVEY BY CARROLL & LANGE, INC., DATED JUNE 18, 2008, JOB NO. 3930. NOTE: THE FOLLOWING NOTICES PURSUANT TO CRS 9-1.5-103 CONCERNING UNDERGROUND FACILITIES HAVE BEEN FILED WITH THE CLERK AND RECORDER. THESE STATEMENTS ARE GENERAL AND DO NOT NECESSARILY GIVE NOTICE OF UNDERGROUND FACILITIES WITHIN THE SUBJECT PROPERTY: (A) MOUNTAIN BELL TELEPHONE COMPANY, RECORDED OCTOBER 1, 1981 IN BOOK 949 AT RECEPTION NO. 1870705. (B) WESTERN SLOPE GAS COMPANY, RECORDED MARCH 9, 1983 IN BOOK 990 AT RECEPTION NO. 1919757. (C) ASSOCIATED NATURAL GAS, INC., RECORDED JULY 20, 1984 IN BOOK 1037 AT RECEPTION NO. 1974810 AND RECORDED OCTOBER 1, 1984 IN BOOK 1045 AT RECEPTION NO. 1983584 AND RECORDED MARCH 3, 1988 IN BOOK 1187 AT RECEPTION NO. 2132709 AND RECORDED APRIL 10, 1989 IN BOOK 1229 AT RECEPTION NO. 2175917. (D) PANHANDLE EASTERN PIPE LINE COMPANY, RECORDED OCTOBER 1, 1981 IN BOOK 949 AT RECEPTION NO. 1870756 AND RECORDED JUNE 26, 1986 IN BOOK 1117 AT RECEPTION NO. 2058722. (E) COLORADO INTERSTATE GAS COMPANY, RECORDED AUGUST 31, 1984 IN BOOK 1041 AT RECEPTION NO. 1979784. (F) UNION RURAL ELECTRIC ASSOCIATION, INC., RECORDED OCTOBER 5, 1981 IN BOOK 949 AT RECEPTION NO. 1871004. (G) WESTERN GAS SUPPLY COMPANY, RECORDED APRIL 2, 1985 IN BOOK 1063 AT RECEPTION NO. 2004300. (H) PUBLIC SERVICE COMPANY OF COLORADO, RECORDED NOVEMBER 9, 1981 IN BOOK 952 AT RECEPTION NO. 1874084. (I) ST. VRAIN SANITATION DISTRICT, RECORDED DECEMBER 14, 1988 AT RECEPTION NO. 2164975. (1) UNITED POWER, INC., RECORDED JANUARY 24, 1991 AT RECEPTION NO. 2239296. LAND TITLE GUARANTEE COMPANY and LAND TITLE GUARANTEE COMPANY - GRAND JUNCTION DISCLOSURE STATEMENTS Note: Pursuant to CRS 10-11-122, notice is hereby given that: A) The subject real property may be located in a special taxing district. B) A Certificate of Taxes Due listing each taxing jurisdiction may be obtained from the County Treasurer's authorized agent. C) The information regarding special districts and the boundaries of such districts may be obtained from the Board of County Commissioners, the County Clerk and Recorder, or the County Assessor. Note: Effective September 1, 1997, CRS 30-10-406 requires that all documents received for recording or filing in the clerk and recorder's office shall contain a top margin of at least one inch and a left, right and bottom margin of at least one half of an inch. The clerk and recorder may refuse to record or file any document that does not conform, except that, the requirement for the top margin shall not apply to documents using forms on which space is provided for recording or filing information at the top margin of the document. Note: Colorado Division of Insurance Regulations 3-5-1, Paragraph C of Article VII requires that "Every title entity shall be responsible for all matters which appear of record prior to the time of recording whenever the title entity conducts the closing and is responsible for recording or filing of legal documents resulting from the transaction which was closed". Provided that Land Title Guarantee Company conducts the closing of the insured transaction and is responsible for recording the legal documents from the transaction, exception number 5 will not appear on the Owner's Title Policy and the Lenders Policy when issued. Note: Affirmative mechanic's lien protection for the Owner may be available (typically by deletion of Exception no. 4 of Schedule B, Section 2 of the Commitment from the Owner's Policy to be issued) upon compliance with the following conditions: A) The land described in Schedule A of this commitment must be a single family residence which includes a condominium or townhouse unit. B) No labor or materials have been furnished by mechanics or material -men for purposes of construction on the land described in Schedule A of this Commitment within the past 6 months. C) The Company must receive an appropriate affidavit indemnifying the Company against un-filed mechanic's and material -men's liens. D) The Company must receive payment of the appropriate premium. E) If there has been construction, improvements or major repairs undertaken on the property to be purchased within six months prior to the Date of the Commitment, the requirements to obtain coverage for unrecorded liens will include: disclosure of certain construction information; financial information as to the seller, the builder and or the contractor; payment of the appropriate premium fully executed Indemnity Agreements satisfactory to the company, and, any additional requirements as may be necessary after an examination of the aforesaid information by the Company. No coverage will be given under any circumstances for labor or material for which the insured has contracted for or agreed to pay. Note: Pursuant to CRS 10-11-123, notice is hereby given: This notice applies to owner's policy commitments containing a mineral severance instrument exception, or exceptions, in Schedule B, Section 2. A) That there is recorded evidence that a mineral estate has been severed, leased, or otherwise conveyed from the surface estate and that there is a substantial likelihood that a third party holds some or all interest in oil, gas, other minerals, or geothermal energy in the property; and B) That such mineral estate may include the right to enter and use the property without the surface owner's permission. Nothing herein contained will be deemed to obligate the company to provide any of the coverages referred to herein unless the above conditions are fully satisfied. Form DISCLOSURE 09/01/02 JOINT NOTICE OF PRIVACY POLICY OF LAND TITLE GUARANTEE COMPANY, LAND TITLE GUARANTEE COMPANY - GRAND JUNCTION, LAND TITLE INSURANCE CORPORATION AND OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY This Statement is provided to you as a customer of Land Title Guarantee Company and Meridian Land Title, LLC, as agents for Land Title Insurance Corporation and Old Republic National Title Insurance Company. We want you to know that we recognize and respect your privacy expectations and the requirements of federal and state privacy laws. Information security is one of our highest priorities. We recognize that maintaining your trust and confidence is the bedrock of our business. We maintain and regularly review internal and external safeguards against unauthorized access to non-public personal information ("Personal Information"). In the course of our business, we may collect Personal Information about you from: * applications or other forms we receive from you, including communications sent through TMX, our web -based transaction management system; * your transactions with, or from the services being performed by, us, our affiliates, or others; * a consumer reporting agency, if such information is provided to us in connection with your transaction; and * the public records maintained by governmental entities that we either obtain directly from those entities, or from our affiliates and non -affiliates. Our policies regarding the protection of the confidentiality and security of your Personal Information are as follows: * We restrict access to all Personal Information about you to those employees who need to know that information in order to provide products and services to you. * We maintain physical, electronic and procedural safeguards that comply with federal standards to protect your Personal Information from unauthorized access or intrusion. * Employees who violate our strict policies and procedures regarding privacy are subject to disciplinary action. * We regularly access security standards and procedures to protect against unauthorized access to Personal Information. WE DO NOT DISCLOSE ANY PERSONAL INFORMATION ABOUT YOU WITH ANYONE FOR ANY PURPOSE THAT IS NOT PERMITTED BY LAW. Consistent with applicable privacy laws, there are some situations in which Personal Information may be disclosed. We may disclose your Personal Information when you direct or give us permission; when we are required by law to do so, for example, if we are served a subpoena; or when we suspect fraudulent or criminal activities. We also may disclose your Personal Information when otherwise permitted by applicable privacy laws such as, for example, when disclosure is needed to enforce our rights arising out of any agreement, transaction or relationship with you. Our policy regarding dispute resolution is as follows. Any controversy or claim arising out of or relating to our privacy policy, or the breach thereof, shall be settled by arbitration in accordance with the rules of the American Arbitration Association, and judgment upon the award rendered by the arbitrator(s) may be entered in any court having jurisdiction thereof. Form PRIV.E0L.0RT ADJACENT PROPERTY OWNERS WITHIN 350 FEET James E & Patricia L. Brunelle 17550 County Road 5 Berthoud, CO 80513 Harold Frank & Sandra Lea Sawdey 1647 County Road 38 Berthoud, CO 80513 Stillroven Farm Inc. 17629 Weld County Road 5 Berthoud, CO 80513 Berthoud LP Attn: Pres & CEO C/O Triton Land Development LLC 12117 Bee Cave Road, Suite 200 Austin, TX 78738 n Margil Trust Box 38 Berthoud, CO 80513 William V. & Jean A. Bromley, Jr. 18581 County Road 5 Berthoud, CO 80513 Louis A. & Denise A. Bustamante 17935 Wagon Trail Road Mead, CO 80542 Lisa D. Felix 325 Olympia Avenue Longmont, CO 80501 Margil Farms Homeowners ciation 8 Wagon Wheel Court Berthoud, CO 80513 Markham Family Farms LLC 1283 County Road 38 Berthoud, CO 80513-8023 David C. & Susanne H. Schwind 17900 County Road 5 Berthoud, CO 80513 Clark E. & Kristine K. Stoesz 18519 County Road 5 Berthoud, CO 80513 Richard Hornung 10011 Bridgeport Way SW 1500 PMB No. 310 Lakewood, WA 98499 Dona Mae Bromley 18803 County Road 5 Berthoud, CO 80513 Dennis G. & Judith A. Perkins 19125 County Road 5 Berthoud, CO 80513 Sharon I Buyers 17936 County Road 7 Mead, CO 80542 Marvin Hubenthal 18115 Wagon Trail Road Mead, CO 80542 Kent Peppler & Peppler Farms LLC 4493 County Road 36 Platteville, CO 80651 Kent Peppier & Peppler Farms LL 4493 County Road 36 Platteville, CO 80651 Jesus & Francisca Silva 18553 County Road 5 Berthoud, CO 80513 Jeffrey L. & Ann E. Yuska 18417 County Road 5 Berthoud, CO 80513 Heirs of Gilman E. Olson Margaret B. Olson, Trustee PO Box 38 Berthoud, CO 80513 William V. Bromley, Jr. 18581 County Road 5 Berthoud, CO 80513 Maynard L & Penelope S. Bolte 17982 County Road 7 Mead, CO 80542 Rosemary Dannofal 18179 Wagon Trail Mead, CO 80542 Bruce J. & Diana L. Saunders 18063 Wagon Trail Road Mead, CO 80542 Thomas Scott & Nicole C. Pyle 18157 Wagon Trail Mead, CO 80542 106129400032 106129000048 106129000049 106132000067 106132000074 1061320000r31 _-1061 1061 106 10613200007 106128000003 10612820Q012 106128000021 106133000001 2000030 32000031 10613200015 120705000061 106133000002 -1120704201001 ,0704201,003 120704201004`, N Subject Parcels 350 Foot Buffer Buffer Parcels Parcel G; 106133000026 106133000022 120704000030 1 inch equals 1,000 feet 106134000029 Disclaimer This product has been developed solely for internal use only by Weld County. The GIS database and data in the product is subject to constant change and the accuracy and completeness cannot be and is not guaranteed. The de ignation of lots or parcels or land uses in the data base does not imply that the lots or parcels were legally created or that the land uses comply with applicable State or Local law. UNDER NO CIRCUMSTANCE SHALL THE PRODUCT BE USED FOR FINAL DESIGN PURPOSES. WELD COUNTY MAKES NO WARRANTIES OR GUARANTEES, EITHER EXPRESSED OR IMPLIED AS TO THE COMPLETENESS, ACCURACY. OR CORRECTNESS OF SUCH PRODUCT, NOR ACCEPTS ANY LIABILITY ARISING FROM ANY INCORRECT, INCOMPLETE OR MISLEADING INFORMATION CONTAINED THEREIN. No pan of the product may be copied, reproduced or transmitted in any form or by any means whatsoever, including, but not limited to, electronic, mechanical, photocopying, recording, scanning, or by any information retrieval system or any non -approved purpose without the express written consent ofweld Cnunly Drnd,inorl r_ie • The Weld County Assessor's Office hereby certifies that the attached Adjacent Property Owners List consisting ofa pages showing all owners within 350 feet of Parcel Number 106133000022 was prepared by the Weld County Assessor's Office on March 17, 2009. Stamp Wills COLORADO • • Weld County Assessor's Office 03/19/09 09:58 FAX FEI.O ASSESSOR : 1aIoo2 Page 1 of 2 of Pa l* 106133000022 N@1 --- MAILING ADDRESS PARCEL IDENTIFICATI9N 4l BOLTE MAYNARD L & Additional Owners; 17982 CR 7 MEAD,CO 80542 120703203001 BOLTE PENELOPE S BRUNELLE JAMES E & MnitiEI,LE P CCIA L 17550 CR 5 BERTHOUD,CO 80513 120704000030 BUSTAMANTE LOUIS A & Additionaframgr& BUSTAMANTEDENISE A 17935 WAGON TRAIL RD MEAD,CO 80542 120703203003 BUYERS SHARON I 17936 COUNTY ROAD 7 MEADICO 80542 120703203002 DARMQFAL ROSEMARY 18179 WAGON TRAIL NIEAD,CO 80542 106134001005 LISA D 325 OLYMPIA AVE LONE MONT.CO 80501 120703203004 HUBfiNTFIAL MARVIN 18115 WAGON TRAIL RD MEAD,CO 80542 106134001003 18063 WAGON TRAIKL ROAD MEAD,CO 80542 106134001002 KE .SCH BRUCE J & Additio ' Ownttst SAUNDERS DIANA L Ron, FARMS HOMEOWNERS ASSOCIATION 1208 WAGON WHEEL CT BERTHOUD,CO 80513 106134001013 OLSON GILMAN E (HEIRS OF) & dilio g1Qwnerst P O BOX 38 BERTHOUD,CO80513 106134000025 MARGARET B TRUSTEE OLSON MARGIT. TRUST P O BOX 38 BERTHOUD,CO 80513 106134000029 PRPPLERKENT & AddiBon4Q nen: 4493 CR 36 PLATTEYll.LE,CO80651 120704000021 PEPPLER FARMS LLC PYLE THOMAS SCOTT & Askli lonai O =nerat 18157 WAGON TRAIL 106134001004 http://maps2a enick.com/website/weld/setsgl asp 3/19/2009 03/10/09 09.58 FAX !ELD ASSESSOR fd 003 Page 2 of 2 • PYLE NICOLE C STEIGERWALD JEROME R & M4Wnna1 Owners: STEIGERWALD SHERRY A WELD COUNTY LAND INVESTORS INC WELD COUNTY LAND INVESTORS INC WELD COUNTY LAND INVESTORS INC MEAD,CO 80542 18031 WAGON TRAIL MEAD,CO 80542 C/O CAPITAL AG PROPERTY SERVICES P 0 BOX 340 GREELEY,CO 80632-0340 00 MCFEEDERS REALTY APPR & MOMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 GO MCPEEDERS REALTY APPR & MOMT LLC 325 WEST PLATTE AVE PORT MORGAISCO 80701 4§1$6' 111111c • aniGRA 106134001001 106133000001 106133000002 106133000026 http://maps2.meniek.com/viebsiteweld/setsql.asp 3/19/2009 The Weld County Assessor's Office hereby certifies that the attached Adjacent Property Owners List consisting of / pages showing all owners within 350 feet of Parcel Number 106133000026 was prepared by the Weld County Assessor's Office on March 17, 2009. • Stamp COLORADO eld County Assessor's Office Page 1 of 1 Property Owners Within 350 ft. of Parcel# 106133000026 • AME MAILING ADDRESS PARCEL IDENTIFICATION 1/ BERTHOUD LP ATTN: PRES & CEO C/O TRITON LAND DEVELOPMENT LLC 12117 BEE CAVE RD STE 200 AUSTIN,TX 78738 106127000007 HORNUNG RICHARD 10011 BRIDGEPORT WAY SW 1500 PMBNo. 310 LAKEWOOD,WA 98499 106128100010 OLSON GILMAN E (HEIRS OF) & Additional Owners: P O BOX 38 BERTHOUD,CO 80513 106134000025 MARGARET B TRUSTEE OLSON MARGIL TRUST POBOX38 BERTHOUD,CO 80513 106134000029 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106128000021 WELD COUNTY LAND INVESTORS INC C/O CAPITAL AG PROPERTY SERVICES P O BOX 340 GREELEY,CO 80632-0340 106133000001 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000002 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000022 liRe COLORADO http://maps2.merrick.com/website/weld/setsgl.asp 3/17/2009 • The Weld County Assessor's Office hereby certifies that the attached Adjacent Property Owners List consisting of a. pages showing all owners within 350 feet of Parcel Number 106128000021 was prepared by the Weld County Assessor's Office on March 17, 2009. Stamp Weld County Assessor's Office Page 1 of 2 Property Owners Within 350 ft. of Parcel# 106128000021 NAME MAILING ADDRESS PARCEL IDENTIFICATION # BRUNELLE JAMES E & Additional Owners: 17550 CR 5 BERTHOUD,CO 80513 120704000030 BRUNELLE PATRICIA L MARKHAM FAMILY FARMS LLC 1283 CR 38 BERTHOUD,CO 80513-8023 106132000072 PEPPLER KENT & Additional Owners: 4493 CR 36 PLATTEVILLE,CO 80651 120704000021 PEPPLER FARMS LLC SAWDEY HAROLD FRANK & Additional Owners: 1647 CR 38 BERTHOUD,CO 80513 106132000065 SAWDEY SANDRA LEA SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201001 SCHWIND SUSANNE H SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201003 SCHWIND SUSANNE H SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201004 SCHWIND SUSANNE H SILVA JESUS & Additional Owners: 18553 CR 5 BERTHOUD,CO 80513 106132000075 SILVA FRANCISCA STILLROVEN FARM INC 17629 WELD COUNTY RD 5 BERTHOUD,CO 80513 120705000061 STOESZ CLARKE E & Additional Owners: 18519 CR 5 BERTHOUD,CO 80513 106132000076 STOESZ KRISTINE K WELD COUNTY LAND INVESTORS INC C/O CAPITAL AG PROPERTY SERVICES P O BOX 340 GREELEY,CO 80632-0340 106133000001 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE 106133000002 http://maps2.merrick.com/website/weld/setsql.asp 3/17/2009 Page 2 of 2 • • FORT MORGAN,CO 80701 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106] 33000022 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000026 YUSKA JEFFREY L & Additional Owners: 18417 CR 5 BERTHOUD,CO 80513 ] 06132000030 YUSKA ANN E YUSKA JEFFREY L & Additional Owners: 18417 CR 5 BERTHOUD,CO 80513 106132000031 YUSKA ANN E COLORADO http://maps2.merrick.com/website/weld/setsgl.asp 3/17/2009 The Weld County Assessor's Office hereby certifies that the attached Adjacent Property Owners List consisting ofoi pages showing all owners within 350 feet of Parcel Number 106133000002 was prepared by the Weld County Assessor's Office on March 17, 2009. • Stamp • eld County Assessor's Office eld Office Page 1 of 2 Property Owners Within 350 ft. of Parcel# 106133000002 NAME MAILING ADDRESS PARCEL IDENTIFICATION # BRUNELLE JAMES E & Additional Owners: 17550 CR 5 BERTHOUD,CO 80513 120704000030 BRUNELLE PATRICIA L MARKHAM FAMILY FARMS LLC 1283 CR 38 BERTHOUD,CO 80513-8023 106132000072 PEPPLER KENT & Additional Owners: 4493 CR 36 PLATTEVILLE,CO 80651 120704000021 PEPPLER FARMS LLC SAWDEY HAROLD FRANK & Additional Owners: 1647 CR 38 BERTHOUD,CO 80513 106132000065 SAWDEY SANDRA LEA SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201001 SCHWIND SUSANNE H SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201003 SCHWIND SUSANNE H SCHWIND DAVID C & Additional Owners: 17900 CR 5 BERTHOUD,CO 80513 120704201004 SCHWIND SUSANNE H SILVA JESUS & Additional Owners: 18553 CR 5 BERTHOUD,CO 80513 106132000075 SILVA FRANCISCA STILLROVEN FARM INC 17629 WELD COUNTY RD 5 BERTHOUD,CO 80513 120705000061 STOESZ CLARKE E & Additional Owners: 18519 CR 5 BERTHOUD,CO 80513 106132000076 STOESZ KRISTINE K WELD COUNTY LAND INVESTORS INC C/O CAPITAL AG PROPERTY SERVICES P O BOX 340 GREELEY,CO 80632-0340 106133000001 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE 106133000022 http://maps2.merrick.com/website/weld/setsql.asp 3/17/2009 Page 2 of 2 FORT MORGAN,CO 80701 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000026 YUSKA JEFFREY L & Additional Owners: 18417 CR 5 BERTHOUD,CO 80513 106132000030 YUSKA ANN E YUSKA JEFFREY L & Additional Owners: 18417 CR 5 BERTHOUD,CO 80513 106132000031 YUSKA ANNE COLORADO http://maps2.merrick.com/website/weld/setsgl.asp 3/17/2009 The Weld County Assessor's Office hereby certifies that the attached Adjacent Property Owners List consisting of 02 pages showing all owners within 350 feet of Parcel Number 106133000001 was prepared by the Weld County Assessor's Office on March 17, 2009. Stamp • eld County Assessor's Office Page 1 of 2 Property Owners Within 350 ft. of Parcel# 106133000001 NAME MAILING ADDRESS PARCEL IDENTIFICATION # BROMLEY DONA MAE 18803 CR 5 BERTHOUD,CO 80513 106132000067 BROMLEY WILLIAM V JR 18581 CR 5 BERTHOUD,CO 80513 106132000074 BROMLEY WILLIAM V JR & JEAN A(1/2 INT)& Additional Owners: 18581 CR 5 BERTHOUD,CO 80513 106132000073 BROMLEY WILLIAM V JR (1/2 INT) HORNUNG RICHARD 10011 BRIDGEPORT WAY SW 1500 PMBNo. 310 LAKEWOOD,WA 98499 106128100010 PERKINS DENNIS G & Additional Owners: 19125 CR 5 BERTHOUD,CO 80513-8005 106129000049 PERKINS JUDITH A SILVA JESUS & Additional Owners: 18553 CR 5 BERTHOUD,CO 80513 106132000075 SILVA FRANCISCA STOESZ CLARKE E & Additional Owners: 18519 CR 5 BERTHOUD,CO 80513 106132000076 STOESZ KRISTINE K WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000002 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106133000022 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 106133000026 325 WEST PLATTE AVE FORT MORGAN,CO 80701 WELD COUNTY LAND INVESTORS INC C/O MCFEEDERS REALTY APPR & MGMT LLC 325 WEST PLATTE AVE FORT MORGAN,CO 80701 106128000021 YUSKA JEFFREY L & 18417 CR 5 106132000030 http://maps2.merrick.com/website/weld/setsgl.asp 3/17/2009 Page 2 of 2 dditional Owners: BERTHOUD,CO 80513 YUSKA ANN E YUSKA JEFFREY L & Additional Owners: 18417 CR 5 BERTHOUD,CO 80513 106132000031 YUSKA ANNE 111k.COLORADO http://maps2.merrick.com/website/weld/setsgl.asp 3/17/2009 • • • TAXING DISTRICT ADDRESSES AND PHONE NUMBERS Weld County Assessor 1400 N. 17th Avenue Greeley, CO 80631 970-353-3845 St. Vrain Valley School District 395 South Pratt Parkway Longmont, CO 80501 303-776-6200 Thompson School District R2 -J 800 S. Taft Avenue Loveland, CO 80537 970-613-5000 Northern Colorado Water Conservancy District 220 Water Avenue Berthoud, CO 80513 970-532-7700 Berthoud Fire Protection District Station One (Administration also) 275 Mountain Avenue PO Box 570 Berthoud, CO 80513 970-532-2264 High Plains Library District Fan Regional Library 1939 615 Avenue Greeley, CO 80634 970-506-8500 • • • MINERAL INTEREST OWNERS AND LESSEE'S NOBLE ENERGY, INC. 1625 Broadway, Suite 2000 Denver, CO 80204 PETRO CANADA RESOURCES 1099 18th Street, Suite 400 Denver, CO 80202 RME Petroleum Company do Anadarko Petroleum Corporation PO Box 9149 The Woodlands, TX 77387-147 Attn: Manager Land, Western Division RME Land Corp. do Anadarko Petroleum Corporation PO Box 9149 The Woodlands, TX 77387-9147 Attn: Manager Property and Rights -of -Way REUTZEL & ASSOCIATES, LLC ATTORNEYS AT LAW • • 5566 SOUTH SYCAMORE STREET LITTLETON, COLORADO 80120 Telephone (303) 694-1982 Fax (303) 694-3831 www.reutzelandassoc.com JACK E. REUTZEL jack@reutzelandassoc.com July 24, 2009 Honorable Richard Macomber and Members of Town Trustees 441 Third Street Mead, CO 80542 Land Use/Zoning Real Estate Annexations Community Associations Oil and Gas Local Government Re: Letter of Intent- Annexation of Weld County Land Investors, Inc. ±836 acres (the "Property") Dear Mayor Macomber and Members of Town Trustees: On behalf of my client, I am pleased to present this letter of intent regarding the annexation of the Property into the Town of Mead. The materials provided elsewhere in this packet provide the Town with the information necessary to begin the annexation process. This letter is intended to summarize my clients' intent regarding the process. 1. Attached is the annexation petition for the Property. The language of the petition has been discussed with the Town Attorney and reflects our joint agreement regarding its provisions. 2. Attached is a copy of the annexation maps required by state statute and Town Code. You will see that contiguity is in excess of the 116th criteria. 3. My client intends to pursue a Land Use Change of Major Impact as defined by your Code simultaneously with the annexation of the Property. The proposed land uses for the Property are consistent with the recently amended Comprehensive Plan for Mead. 4. We also intend to negotiate an annexation agreement acceptable to both parties during the review of these applications. Please advise me as to the proper procedure for initiating the annexation agreement process. • • • • Mayor and Town Trustees July 24, 2009 Page Two On behalf of my client, we look forward to working with the Town on this project. If you require additional information please do not hesitate to call me at 303 694-1982 ext. 101. JER/ Very Truly Yours REUTZEL & By: tzel ,LLC REUTZEL & ASSOCIATES, LLC ATTORNEYS AT LAW • • • 5566 S. Sycamore Street Littleton. Colorado 80120 Telephone (303) 694-1982 Pax (303) 694-3831 ww.x reuttelandassoc.com JACK E. REUTZEL Jack?rewzeland assoc. corn September 6, 2009 Rick Samson, Esq. Samson, Pipis & Marsh 255 Weaver Park Road, Suite 200 Longmont, CO 80501 Re: Weld County Land Investors- Annexation Petition Dear Mr. Samson: Land Usc/Zoning Real Estate Annexations Community Associations Oil and Gas Local Government Corporate As you know, I represent the Weld County Land Investors, property owners who have recently made application for annexation and initial zoning into the Town of Mead, Colorado. On August 4, 2009, I delivered an original annexation petition to the Town for the Weld County Land Investors parcel. Because the principals of Weld County Land Investor's are Italian. the petition is different than traditional petitions we are used to reviewing. Notwithstanding the language barrier, I have worked with the principals, the Italian land advisor in Italy and the Italian notary to submit to the Town an annexation petition in conformance with Colorado law. The submitted petition is consistent with the required allegations and requests found in CRS §3I-12-107. The signatures of the property owners and the signature and notary of the Circulator are also included in the petition. The signatures of the owners are found on page 3 of the petition and the signature of the Circulator is found on page 5 of the petition. Following page 5 is the annexation petition translated into Italian. This was done to assist the principals and the Italian notary in understanding the contents of the petition. The Italian notary notarized the signature of both principals as well as the circulator, in Italian. The notary statements are also presented at the end of the petition in English so that I could see that the Circulator's signature. The Italian notary also notarized the signatures of the principals as well. • • • Rick Samson, Esq. September 6, 2009 Page Two Given the English to Italian to English translation. I am of the opinion that the petition, when presented as a whole, conforms to the requirements of the Colorado Annexation Act. Please feel free to call me if further discussion is necessary. JER/ cc: Layla Rosales Marco Rubini Dan Dean, Town Manager Very Truly Yours, REUTZEL & ASSOCIATES, LLC WELD COUNTY LAND INVESTORS, PETITION FOR ANNEXATION TO: THE BOARD OF TRUSTEES OF THE TOWN OF MEAD, COLORADO: We, Giacomo and Matteo Galtarossa, as Directors of Weld County Land Investors, Inc., the undersigned landowner, in accordance with Colorado law, hereby petition the Town of Mead and its Board of Trustees for annexation to the Town of Mead of the following described unincorporated territory located in the County of Weld and State of Colorado, to -wit: See legal description in Exhibit A, attached hereto and incorporated herein by this reference. As part of this petition, your petitioner further states to the Board of Trustees of Mead, Colorado, that: 1. It is desirable and necessary that the territory described in Exhibit A be annexed to the Town of Mead. 2. The requirements of C.R.S. sections 31-12-104 and 31-12-105, as amended, exist or have been met in that: a. Not less than one -sixth of the perimeter of the area proposed to be annexed is contiguous with the Town of Mead or will be contiguous with the Town of Mead within such time as required by 31-12-104. b. A community of interest exists between the area proposed to be annexed and the Town of Mead. c. The area proposed to be annexed is urban or will be urbanized in the near future. d. The area proposed to be annexed is integrated with or is capable of being integrated with the Town of Mead. e. No land within the boundary of the territory proposed to be annexed which is held in identical ownership, whether consisting of one tract or parcel of real estate or two or more contiguous tracts or parcels of real estate, has been divided into separate parts or parcels without the written consent of the landowner or landowners thereof, unless such tracts or parcels were separated by a dedicated street, road or other public way. f. No land within the boundary of the area proposed to be annexed which is held in identical ownership, comprises twenty acres or more, and which, together with the buildings and improvements situated thereon has an assessed value in excess of two hundred thousand dollars ($200,000.00) for ad valorem tax purposes for the year next preceding the annexation, has been included within the area proposed to be annexed without the written consent of the landowner or landowners. g. No annexation proceedings have been commenced for any portion of the territory proposed to be annexed for the annexation of such territory to another municipality. h. The annexation of the territory proposed to be annexed will not result in the detachment of area from any school district. Annexation Petition 1/30/201 1 Ar i. The annexation of the territory proposed to be annexed will not have the effect of extending the boundary of the Town of Mead more than three miles in any direction from any point of the boundary of the Town of Mead in any one year. , 3 j. Prior to completion of the annexation of the territory proposed to be annexed, the Town of Mead will have in place a plan for that area, which generally describes the proposed: Location, character, and extent of streets, subways, bridges, waterways, waterfronts, parkways, playgrounds, squares, parks, aviation fields, other public ways, grounds, open spaces, public utilities, and terminals for water, light, sanitation, transportation, and power to be provided by the Town of Mead; and the proposed land uses for the area; such plan to be updated at least once annually. k. In establishing the boundary of the territory proposed to be annexed, if a portion of a platted street or alley is to be annexed, the entire width of the street or alley has been included within the territory to be annexed. The Town of Mead will not deny reasonable access to any landowners, owners of any easement, or the owners of any franchise adjoining any platted street or alley which is to be annexed to the Town of Mead but is not bounded on both sides by the Town of Mead. 3. The owners of more than fifty percent of the area proposed to be annexed, exclusive of cated streets and alleys, have signed this petition and hereby petition for annexation of such territory. ant to CRS §31-12-107 (1) (e) the petitioner reserves the right to withdraw its signature from this on at any point up to final Board of Trustee action on this petition. 4. Accompanying this petition are four copies of an annexation map containing the information 4 .fpilowing: a. A written legal description of the boundaries of the area proposed to be annexed; b. A map showing the boundary or the area proposed to be annexed, said map prepared and containing the seal of a registered engineer; c. Within the annexation boundary map, a showing of the location of each ownership tract in unplatted land and, if part or all of the area is platted, the boundaries and the plat numbers of plots or of lots and blocks; d. Next to the boundary of the area proposed to be annexed, a drawing of the contiguous boundary of the Town of Mead and the contiguous boundary of any other municipality abutting the area proposed to be annexed, and a showing of the dimensions of such contiguous boundaries. 5. Upon the Annexation Ordinance becoming effective, all lands within the area proposed to be annexed will become subject to all ordinances, rules and regulations of the Town of Mead, except for general property taxes of the Town of Mead which shall become effective as the January 1 next ensuing. 6. The zoning classification (land use) requested for the area proposed to be annexed is single family residential in Performance District 1. WHEREFORE, the following petitioner respectfully requests that the Town of Mead, acting through its Board of Trustees, approve the annexation of the area proposed to be annexed. By this acknowledgment, the undersigned hereby certify that the above information is complete and true. (If the applicant is not the owner(s) of the subject property, the owner(s), mortgage and/or lienholder shall also sign the Application.) Annexation Pelmon P3U'207 Weld County Land nvestors, Inc., a Colorado corporation Owner: G o Como a' arossa. Director Owner: //fCa- atteo Galtarossa.ector Date: -40 50 NE, 2 -col Date:42,. U f 1 20.9" • Landowner/Petitioner Date Signed Legal Description Mailing Address of Land Owned IN MR -E OF RG.rrtr t Assoc. 1146 e. Kt 1646 e. Kt►es-, �M M'ze ilaa' Annexation Pernion 1/30@0 544. pet%IDUS See Attached Exhibit A sn1 -cei 4 L AFFIDAVIT OF CIRCULATOR Marco Rubini , being first duly sworn upon oath, deposes and says that (he or she) was the circulator of this Petition for Annexation of lands to the Town of Mead, Colorado, consisting of [ ] pages including this page and that each signature hereon was witnessed by your affiant and is the signature of the person whose n it purpgSts to be. Circulator • ATTO DI GARANZIA SPECIALE FALDA FREATICA NON TRIBUTARIA E NON NON TRIBUTARIA IL PRESENTE ATTO, fatto questo giorno di giugno 2009, tra Weld County Land Investors, Inc. c/o Northern Trust .Com:any 50 South La Salle Street, Chicago, IL 60603, della Contea di Weld, Stato del Colorado, concedente(i), e la Citta di Mead, F.O. Box 626, Mead, CO 80542, della Contea di Weld, Stato del Colorado: TESTIMONIA che il(i) concedente(i), per e mediante la somma di Dieci dollari ed altro congruo corrispettivo, di cui, con it presente, si conferma ricevuta a congruity, ha concesso, contrattato, venduto e trasferito, e con it presente concede, contratta, vende, trasferisce e conferma al concessionario ed ai suoi successori ed aventi cause permanentemente, tutta la propriety immobiliare, unitamente alle eventuali migliorie, situate., giacente e costituente tutta la Sezione 33 e la S01/4 e la 51/2 della NO della Sezione 28, Giurisdizione 4 Nord, Campo 68 Ovest del Sesto Meridiano Principale, Contea di Weld, Stato del lorado, descritta come segue: 91 .1)0 Tutta la falda freatica non tributaria e non non cributaria come definito da C.R.S. § 37-90-103, assegnata, non assegnata, permessa o non permessa, sottostante ella propriety descritta nell'Allegato A, accluso al presente ed inserito nel presente per riferimento. Numeri belle parcelle: 106128000021, 1.06133000001, 10613.3000026, 106133000002 e 106133000022. UNITAMENTE a tutte ed alle singole propriety immobiliari e pertinenze appartenenti, o spettanti in qualche modo, alla medesima, e la riversicne e r.iversicni, nude propriety e nude proprietor, rendite, perdite e profitti belle medesime; e tutta la proprieta, diritto, titolo, interesse, rivendicazione e richiesta qualsiasi del(dei) concedente(i_), sia per legge che equity, dei, nei e sui diritti d'acqua contrattati sopra, con le proprieta immobiliari; DI AVERE E MANTENERE I suddetti diritti d'acqua contrattati e descritti sopra con le pertinenze, sul concessionario ed i suoi successori ed aventi cause permanenterente. I1(i) concedente(i), per se(loro), gli eredi ed i rappresentanti personali o successori, pattuiscono e concordano che it concedente GARANTIRA' E TUTELERA' PERMANENTEMENTE i diritti d'acqua contrattati sopra nel tranquillo e pacifico possesso del concessionario e dei suoi successori ed aventi causa, contro tutte ad ogni persona o persone. che rivendichino 1'interezza o un'eventuale parte dei medesimi, da, tramite o su4(suiy concedente(i)._ • • Citta di Mead entro tale periodo, come previsto dal paragrafo 31- 12-104. b. Sussista una comunione d'interessi tra la zona proposta per l'annessione e la Citta di Mead. c. La zona proposta per l'annessione sia Urbana o venga urbanizzata net prossimo futuro. d. La zona proposta per l'annessione sia integrata o integrabile con la Citta di Mead. e. Nessun terreno entro ai confini del territorio proposto per l'annessione che e detenuto in identica proprieta, consistente in un tratto o parcella del bene immobile o in due o pin tratti o parcelle contigue del bene immobile, sia stato frazionato in parti o parcelle separate senza it relativo consenso scritto del pxoprietario del terreno o dei proprietari del terreno, a meno che tali tratti o parcelle non siano separati da una specifica via, strada o altra via pubblica. f. Nessun terreno entro i confini della zona proposta per l'annessione che e detenuto in identica proprieta, comprenda vent! acri o piu e che, assieme agli edifici e migliorie insistenti sul medesimo, abbia un valore stimato superiore a duecentomila dollari ($200.000,00) ai fins dell'imposta ad valorem per l'anno immediatamente precedente all'annessione, sia stato incluso nella zona proposta per l'annessione senza it consenso scritto del proprietario del terreno o dei proprietari del terreno. g. Non sia stata avviata nessuna procedura di annessione per nessuna parte del territorio proposto per l'annessione per annettere tale territorio ad un altro comune. h. L'annessione del territorio proposto per l'annessione non comporti it distacco della zona dall'eventuale distretto scolastico. i. L'annessione del territorio proposto per l'annessione non abbia per effetto di allargare i confini della Citta di Mead di oltre tre miglia in nessuna direzione da nessun punto dei confini della Citta di Mead in un qualsiasi anno. j. Prima del perfezionamento dell'annessione del territorio proposto per l'annessione, la Citta di Mead abbia attuato un progetto per tale zona, che descriva in generale quanto proposto: Ubicazione, natura ed estensione di strade, sottopassaggi, ponti, corsi d'acqua, banchine, viali, parchi giochi, piazze, parchi, campi di aviazione, altre vie pubbliche, terreni, spazi aperti, servizi pubblici e terminal? per acqua, ,,I impianti igienici, trasporto ed energia ylettrica che la C,z''£pa. deve fornire; L/ e gli usi del terreno proposto per la zona; tale progetto deve essere aggiornato perlomeno una volta all'anno. k. Nel determinare i confini del territorio proposto per l'annessione, se deve essere annessa una parte di una via o di un viale mappato, l'intera larghezza della via o del viale sia stata inclusa nel territorio da annettere. La Citta di Mgad non neghera l'accesso ragionevole ad eventuali proprietari 'del terreno, proprietari di qualsiasi servitu o ai proprietari di qualsiasi privilegio aggiungendo qualsiasi via o viale mappato da annettere al Comune di Mead, ma che non e delimitato su entrambi i lati dalla Citta di Mead. 3. I proprietari di oltre ii cinquanta percento della zona proposta per l'annessione, escluse specifiche vie e viali, hanno sottoscritto questa domanda e, con la presente, chiedono ].'annessione di tale territorio. In conformity a CRS §31-12-107 (1) (e), it richiedente si riserva it diritto di ritirare la sua firma da questa domanda in qualsiasi momento fino all'intervento finale del Consiglio di amministrazione su questa domanda. 4. Questa domanda e accompagnata da quattro copie di una mappa di annessione contenente le seguenti informazioni: a. Una descrizione legale scritta dei confini della zona •roposta per ]'annessione. 111f ' b. Una mappa che riporta i confini o la zona proposta per ]'annessione e detta mappa e stata preparata e contiene ii sigillo d_ un ingegnere iscritto. c. Nella mappa dei confini di annessione, un'indicazione dell'ubicazione di ogni tratto di propriety in terreno non mappaco e, se parte o tutta la zona e mappata, i confini ed i numeri di mappale degli appezzamenti o dei lotti e blocchi. d. Vicino ai confini della zona proposta per l'annessione, uno schema dei confini contigui della Citta di Mead e dei confini contigui di qualsiasi altro comune confinante con la zona proposta per l'annessione ed un'indicazione delle dimensioni di tali confini contigui. 5. All'atto dell'entrata in vigore dell'Ordinanza di Annessione, tutti i terreni nella zona proposta per l'annessione saranno soggetti a tutte le ordinanze, norme e regolamenti delta Citta di Mead, eccetto imposte fondiarie generali della Citta di Mead che entreranno in vigore al 1 gennaio immediatamente successivo. 6. La classificazione di zonizzazi prevista per la zona proposta per l'anne singola famiglia nel D,stretto di Adempi \`F del terreno) idenziale per QUINDI, it seguente richiedente chiede rispettosamente che la Citta di Mead, agendo tramite it suo Consiglio di amministrazione, approvi l'annessione della zona proposta per l'annessione. Con la presente ammissione, i sottoscritti, con la presente, certificano che le suddette informazioni sono vere ed esaurienti. (Se i1 richiedente non e il(i) proprietario(i) della propriety in oggetto, anche il(i) proprietario(i), it debitore ipotecario e/oppure ii detentore del pegno firmeranno la Domapda,j. (kr Weld County Land Titolare: Titolare: nvestors, Inc., una societa del Colorado Gisa, Amministratore ossa, Amministratore Data: to GiiJe,ni 2r-°9 Data: -1Z6 -Iv 6 -No 2a,g Proprietario del terreno/Richiedente Data di Sottoscrizione Indirizzo Postale DolAt ego Descrizione Legale del Terreno Posseduto Vedi Allegato A Acclusc DICHIARAZIONE GIURATA DEL CIRCOLARIZZATORE Marco Rubini, avendo prima prestato debito giuramento, dichiara e dice che (egli o essa) e stato it divulgatore di questa Domanda di Annessione di terreni alla Citta di Mead, Colorado, costituita da [ ] pagine, inclusa la presente, e che ogni firma sulla medesima e stata autenticata dal vostro incaricato del giuramento ed e la firma della persona it cui nome intende essere. Circolazzatore • d04 Co • • Io sottoscritto dott. Salvatore Lorenzo notaio residente in Verona ed iscritto presso it Collegio Notarile di Verona, CERTIFICO the it signor: - GALTAROSSA GIACOMO, nato a Verona (VR) 11 giorno 11 feb- braio 1971, residente a San Pietro in Cariano, Via Mange n. 13, codice fiecale GLT GCM 71811 L781O; della cui personale identita, io notaio sono certo, ha appo- sto di propria nano ed in mia presenza, la sua firma in cal- ve all'atto suesteso. Verona, li died giugno duemilanove, Via Interrato Redentore PROCURA DELLA REPUBBLICA PRESSO IL TRIBUNALE DI VERONA N. 1812/2009 Reg. Leg. APOSTILLE (Convention de la Haje du 05/10/1961) 1. Paese. ITALIA II presente alto pubblico 2 a stto trascritto dal 5g. Lorenzo Salvatore 3 agente in qualita di Natalia esercente in Verona 4 a segnato dal timbro / sigillo notarile: Salvatore Lorenzo di Pio Agostino Nolaio in Verona ATTESTATO 5. a Verona 6. it giomo 29.06.2009 7 dall'Llrficio del Pubblico Ministero presso b Procure della Repubblica di Verona 8. sotto II numero 1812/2009 reg. Apostile 9. conlrassegno / timbro stab - 10. Firma ) Io sottoscritto dott. Salvatore Lorenzo notaio residente in Verona ad iscritto presso it Collegio Notarile di Verona, CERTIFICO the it signor: - GALTAROSSA NATTEO, nato a Bussolengo (VRI it giorno 7 no- vembre 1972, residents a Verona, Lungadige Cangrande n. 5, Bodice fiscale GLT NTT 72607 B296H; della cui personale identiti, io notaio mono onto, ha eppo- sto di propria nano ed in mia presensa, la sua firma in cal- ce all'atto suasteso. Verona, li dodici giugno duemilanove, via Corso Porta Nueva n. 11, nel aio studio. PROCURA DELLA REPUBBLICA PRESSO IL TRIBUNALE DI VERONA N. 18132009 Reg. Leg. APOSTILLE (Convention de la Haje du 05/10/1961) 1. Paese. ITALIA II presente a0o pubblico 2. 6 stato trascritto dal Sig. Lorenzo Salvatore 3. agente in quanta di Notaio esercente In Verona 4. a segnato dal timbro / sigillo notarile' Salvatore Lorenzo di Pio Agostino Notaio in Verona ATTESTATO 5. a Verona 6. it giorno 29.06 2009 7 dalrUlficio del Pubblico Minster() presso ta Procure della Repubblica di Verona 8 sotto it numero 1813/2009 reg. Apostille 9. conlrassegno / timbro stato. 10. Firma IL SOST.PROC (d \1 I R PU LI A • • • Is' sottoscritto dott. Salvatore Lorenzo notaio residents in Verona ed iscritto presso it Collegio Notarile di Verona, CERTIFICO the it signor: - RUSINI NAACO, nato a Verona it giorno 25 agoato 1966, re- sidents a San Pietro in Cariano, Via Dante n. 10, codice fi- scal. RBA NRC 66N25 L781L; della cui personals identiti, io notaio Bono carts', ha appo- eto di propria nano ad in mia presents, la sus firma in cal- ce all'atto suesteso. Verona, li dodici giugno duemilanove, Via Corso Porta Nuova n. 11, nal mio studio. lqat 36'� PROCURA DELLA REPUBBLICA PRESSO IL TRIBUNALE DI VERONA N. 1814/2009 Reg. Leg. APOSTILLE (Convention de la Haje du 05/10/1961) 1. Paese: ITALIA II presente alto pubblico 2. a stato trascritto dal Sig. Lorenzo Salvatore 3. agente in qualite di Notalo esercente In Verona 4. a segnato dal timbro / sigillo notarile: Salvatore Lorenzo di Pro Agostino Notaio in Verona ATTESTATO 5. a Verona 6. it giomo 29.06.2009 7. dalrUfcio del Pubblico Ministero presso la Procura della Repubblica di Verona 8. sotto it numero 1814/2009 reg. Apostille 9. contrassegno / timbro stato.- 10. Firma > IL SOST.PROCU ;`. \ (don. PUB LICA • I, the undersigned, Dr. Salvatore Lorenzo, Notary Public residing in Verona and registered with the Notaries' Board of Verona, CERTIFY that Mr. - GIACOMO GALTAROSSA, born in Verona (VR) on February 11th, 1971, residing in San Pietro in Cariano, Via Monga No. 13, Tax Code GLT GCM 71B11 L781O; of whose personal identity I, Notary Public, am sure, has affixed in his own hand and in my presence his signature below on the above - mentioned deed. Verona, this tenth day of June two thousand and nine, Via Interrato Redentore No. 5. (illegible signature) Round stamp: Salvatore Lorenzo, son of Pio Agostino, Notary Public in Verona Round stamp: Public Prosecutor's Office at the Court of Verona PUBLIC PROSECUTOR'S OFFICE AT THE COURT OF VERONA No. 1812/2009 Auth. Reg. APOSTILLE (The Hague Convention dated October 5`", 1961) 1. Country: ITALY This public document 2. has been transcribed by Mr. Lorenzo Salvatore 3. acting in his capacity of Notary Public practising in Verona 4. Is marked by the stamp/notary's seal: Salvatore Lorenzo son of Pio Agostino, Notary Public in Verona CERTIFIED 5. at Verona 6. on 29.06.2009 7. by the Public Prosecutor at the Public Prosecutor's office of Verona 8. under number 1812 /2009 Apostllle reg. 9. State mark/stamp 10. Signature DEPUTY PUBLIC PROSECUTOR (Dr. Maria Cristina Motta) (illegible signature) Round stamp: Public Prosecutor's Office - Verona • I, the undersigned, Dr. Salvatore Lorenzo, Notary Public residing in Verona and registered with the Notaries' Board of Verona, CERTIFY that Mr. - MAI IEO GALTAROSSA, born in Bussolengo (VR) on November 7th,1972, residing in Verona, Lungadige Cangrande No. 5, Tax Code GLT MTT 72S07 B296H of whose personal identity I, Notary Public, am sure, has affixed in his own hand and in my presence his signature below on the above - mentioned deed. Verona, this twelfth day of June two thousand and nine, Via Corso Porta Nuova No. 11, in my office. (illegible signature) Round stamp: Salvatore Lorenzo, son of Pio Agostino, Notary Public in Verona Round stamp: Public Prosecutor's Office at the Court of Verona PUBLIC PROSECUTOR'S OFFICE AT THE COURT OF VERONA No. 1813/2009 Auth. Reg. APOSTILLE (The Hague Convention dated October 5th, 1961) 1. Country: ITALY This public document 2. has been transcribed by Mr. Lorenzo Salvatore 3. acting In his capacity of Notary Public practising in Verona 4. is marked by the stamp/notary's seal: Salvatore Lorenzo son of Pio Agostino, Notary Public in Verona CERTIFIED 5. at Verona 6. on 29.06.2009 7. by the Public Prosecutor at the Public Prosecutor's office of Verona 8. under number 1813/2009 Apostille reg. 9. State mark/stamp 10. Signature DEPUTY PUBLIC PROSECUTOR (Dr. Maria Crlstina Motta) (illegible signature) Round stamp: Public Prosecutor's Office - Verona • • I, the undersigned, Dr. Salvatore Lorenzo, Notary Public residing in Verona and registered with the Notaries' Board of Verona, CERTIFY that Mr. - MARCO RUBINI, born in Verona on June 25th, 1966, residing in San Pietro in Cariano, Via Dante No. 10, Tax Code RBN MRC 66M25 L781L of whose personal identity I, Notary Public, am sure, has affixed in his own hand and in my presence his signature below on the above - mentioned deed. Verona, this twelfth day of June two thousand and nine, Via Corso Forth Nuova No. 11, in my office. (illegible signature) Round stamp: Salvatore Lorenzo, son of Pio Agostino, Notary Public in Verona Round stamp: Public Prosecutor's Office at the Court of Verona PUBLIC PROSECUTOR'S OFFICE AT THE COURT OF VERONA No. 1814/2009 Auth. Reg. APOSTILLE (The Hague Convention dated October 5`^, 1961) 1. Country: ITALY This public document 2. has been transcribed by Mr. Lorenzo Salvatore 3. acting in his capacity of Notary Public practising in Verona 4. is marked by the stamp/notary's seal: Salvatore Lorenzo son of Pio Agostino, Notary Public in Verona CERTIFIED 5. at Verona 6. on 29.06.2009 7. by the Public Prosecutor at the Public Prosecutor's office of Verona 8. under number 1814/2009 Apostille reg. 9. State mark/stamp 10. Signature DEPUTY PUBLIC PROSECUTOR (Dr. Maria Cristina Motta) (illegible signature) Round stamp: Public Prosecutor's Office - Verona TRIBUNALE CP. DI VERONA C(fZoN � ('�46 Oggi, 26.06.09, davanti al sottoscritto Cancelliere e personalmente comparsa la Sig.ra Pieropan Maria, nata a Saint -Avoid - Francia it 06.09.1954, domiciliata per la carica presso Ramponi & C. srl, Corso Porta Nuova 3, Verona - identificatasi con carta d'identith n. AK 5157458, rilasciata dal Comune di Mezzane di Sotto (Verona) fl 17.09.7005, la quale richiede di asseverare con giuramento la perizia-traduzione the precede.11 perito giura ripetendo le parole dellaformula: "Consapevole della responsabilitd che con giuramento assumo davanti a Din ed agli uomini, glum di aver bene e fedelmente adempiuto alle operazioni affidatemi al solo scopo di far conoscere la verity". L.C.S. f ft!91 ti PROCURA DELLA REPUBBLICA PRESSO IL TRIBUNALE DI VERONA N. 1815/2009 Reg. Leg. APOSTILLE (Convention de la Haje du 05/10/1961) 1. Pease: ITALIA II presente alto pubblico 2. b state trascritto dal Ng Luciano Borghetti 3. agente in quality di Cancelliere-C1" del Tribunate Civile e Penale di Verona 4. a segnato dal timbro / sglllo. del Tnbunale Civile e Penale di Verona ATTESTATO 5. a Verona 6. it giomo 29.06.2009 7. daPUtficio del Pubbllco Ministero presso la Procura della Repubblica di Verona 8. sotto it numero 18152009 reg. Apostate 9. contrassegno / timbre stto: 10. Firma SOST. PR e "( O-') REPUBBLICA = H W Ct o0 Cn Z r7 Z o 0 N 3 M O • QU d W d K N = N = O Cr) N J Wo3030 w O w H 0 O a n a U 00 W ( W N Z H N W to ❑ J W Oct O J CC I- L- I— a o o o S Z Q re) cn w LU(nF o o v) O a0 W ? W U W ON z H M I W O Q O a N N - Z W Q W 0MaH`U Z W O Q F- LUUt; 8 e R° ¢ a¢ a <g ;;;; a I41 >agc;1W iii!8W:l!lg¢qlg _�. 3W� $ '1I bi e ek�� sgA 4@ p�� e eid bb< ae C a Fzs a �3 �nR � s ;lb A j 8 8 d8 °@e � ebbs! 8 q � q�� p beb bs °s°: 8 °g � < , Asap €geaaehq Al it b? b 4itacIN� ae q 2^ �?a�a � a� qr ! ab a :C b 4 k _ 3b6§b ¢b pb @ '� � � � � 9 ��'��n �y$ i �B {� b � by „,2; y y y 33dQ s n ` �n =� p�p p�pR �< b W 3` ° �hR 7nbk $bbkib b k aa�nxv xglxg x xv d t abmoik 6q M i b d A• Ghp gilt!! 6_gQ C A A H a :? 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Oa —,L16[95 3.LLLL005 C[ 'J35 1/1 IN 3M1 3 I 1\_,9C'6C9L 3.5051.005 cc Sr 1/1 35 31111 3 SONIWie !0 SISYO ,CI'119L M.LI,LLOON 'T— ,OL'c3tl M.LS,9ZOON / ,11K[I M.[i9L00N saa* {'['3351/I MN 5/1 N3N1M yi Slin 69 ES ,iLYZEI M.9Y,9Z.00N ,9115c1 41.91,9L00N LI/ [C Sr 1/1 MN L/I 5 3N/I pMl 6§ le IZN [0t9L MJI L, L00N P[ 335 I/iMS 3Ml '3 S 'ON OV08 .UNnoo 013M 9LLI M.9S,IZ.ODN 9L 5S9L M.BS,ILWN [f 0351/1 MS 3N,I M gi a6 SSE 58848.0YW 30. n CV� /II Q LL 0 a W > O Oz cQ 0 O Z Q w O J FE Q %' O X 1— I — w z z Z D O <O F= 0 < X 0 w J z K) LL O K) W I ,35'6193 M.6,0000N 93 035 1/I 3N 3Ntl 3 996!8 M.I£3300N 92 135 0/I MN 2/I N 3NIl 3 z go Nil £si IZN (1332SLS 021£) L '0N OVON uNnOo 013M 19'6192 MS1,,OE.OON 93 135 171 35 3Ni 3 .3061[1 3.LS,ZZOOS BL 135 i/1 MN VI 5 3NIl 3 ,30'6151 3.LS,ZZ.00S ,095331 3.93,33005 92 135 Vs MS 3/I N 3M1 3 ,09'SZ[l L9Z,ZL.00S Li h S 'ON 0V08 .566131 M.LZ,9tON 93 035 1/1 MN L/I N 3N/I tgi 04'49'061.W 526.27' uNnoO 013M -.55'61[1 M.LC9E00N 93 O3S 1/I MN 3/I 5 3NIl M Slyd� ash as 03 _S Q� N F- 41 ,9✓1ZfI $1313005 92 135 VI MS 3/I 5 3NIl 3 ,93'128 3.1L.1Z.00S sa 3s gag ypt g .9PR93 M.CO,CLOON [6Y 93 135 I/I MS 3Nl 'M a ,Le'9ZOZ SEE SHEET 2 OF $ BIILL0 .- 114,62 iy aUATTOADIGt/62 ate 00006 15 Wy09ROO1 •1 12 ED5yAA��5 • 1F18 SPECIAL WARRANTY DEED NON -TRIBUTARY AND NOT NON -TRIBUTARY -- GROUNDWATER THIS DEED, made this day of June, 2009 between Weld County Land Investors, Inc . c10 Northern Trust Company 50 South La Salle Street, Chicago, IL 60603. of the County of Weld , State of Colorado, grantor(s) and the Town of Mead, P.O. Box 626, Mead, CO 80542, of the County of Weld, State of Colorado: WITNESSETH, that the grantor(s). for and in consideration of the sum of Ten dollars and other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, has - granted, bargained, sold and conveyed, and by these presents do grant, bargain, sell, convey, and confirm, unto the grantee and its successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being all of Section 33 and the SW''A and the S1/2 of the NW '' of Section 28, Township 4 North, Range 68 West of the Sixth Principal Meridian, County of Weld, State of Colorado, described as follows: All non -tributary and not non -tributary groundwater as defined by C.R.S. § 37-90-103, whether adjudicated, unadjudicated, permitted or unpennitted, underlying the property described in Exhibit A, attached hereto and incorporated by reference herein. parcel numbers: 106128000021, 106133000001, 106133000026. 106133000002. and 106133000022. TOGETHER with all and singular the hereditaments and appurtenances thereto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders. rents, issues and profits thereof; and all the estate, right, title, interest, claim and demand whatsoever of the grantor(s), either in law or equity, of, in and to the above bargained water rights, with the hereditaments and appurtenances; TO HAVE AND TO HOLD the said water rights above bargained and described with the appurtenances, unto the grantee and its successors and assigns forever. The grantor(s), for itself. heirs and personal representatives or successors, do covenant and agree that grantor shall and will WARRANT AND FOREVER DEFEND the above -bargained water rights in the quiet and peaceable possession of the grantee, and its successors and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor(s). IN WITNESS WHEREOF, the grantor(s) have executed this deed on the date set forth above. Weld County Land Inv stors, Inc., a Colorado corporation Owner: Date: /to junk- 2001 ,3 art Owner: �.�� - ' �.e9' - -c—� Date: 12 /0 6 / 2 0 9 atteo Galtarossa 'rector ATTO DI GARANZIA SPECIALE FALDA FREATICA NON TRIBUTARIA E NON NON TRIBUTARIA IL PRESENTE ATTO, fatto questo giorno di giugno 2009, tra Weld County Land Investors, Inc. c/o Northern Trust Company 50 South La Salle Street, Chicago, IL 60603, della Contea di Weld, Stato del Colorado, concedente(i), e la Citta di Mead, P.O. Box 626, Mead, CO 80542, della Contea di Weld, State del Colorado: TESTIMONIA che il(i) concedente(i), per e mediante la somma di Dieci dollars ed altro congruo corrispettivo, di cui, con it presente, si conferma ricevuta e congruity, ha concesso, contrattato, venduto e trasferito, e con it presente concede, contratta, vende, trasferisce e conferma al concessionario ed ai suoi successors ed aventi causa permanentemente, tutta la propriety immobiliare, unitamente alle eventuali migliorie, .Ni.tuata, giacente e costituente tutta la Sezione 33 e la SO1/4e ,21c 51/2 della NO della Sezione 28, Giurisdizione 4 Nord, Campo 68;\0vest del Sesto Meridiano Principale, Contea di Weld, Stato del Cg17rado, descritta come segue: Tutta la falda freatica non tributaria e non non tributaria come definito da C.R.S. § 37-90-103, assegnata, non assegnata, permessa o non permessa, sottostante alla propriety descritta nell'Allegato A, accluso al presente ed inserito nel presente per riferimento. Numeri delle parcelle: 106128000021, 106133000001, 106133000026, 106133000002 e 106133000022. UNITAMENTE a tutte ed alle singole propriety immobiliari e pertinenze appartenenti, o spettanti in qualche modo, alla medesima, e la riversione e riversioni, nuda propriety e nude propriety, rendite, perdite e profitti delle medesime; e tutta la propriety, diritto, titolo, interesse, rivendicazione e richiesta qualsiasi del(dei) concedente(i), sia per legge che equity, des, nei e sus diritti d'acqua contrattati sopra, con le propriety immobiliari; DI AVERE E MANTENERE i suddetti diritti d'acqua contrattati e descritti sopra con le pertinenze, sul concessionario ed i suoi successors ed aventi causa permanentemente. I1(i) concedente(i), per se(loro), gli eredi ed i rappresentanti personali o successori, pattuiscono e concordano che it concedente GARANTIRA' E TUTELERA' PERMANENTEMENTE i diritti d'acqua contrattati sopra nel tranquillo e pacifico possesso del concessionario e des suoi successors ed aventi cause, contro tutte,ed.ogni.persona o persone che rivendichino l'interezza o un'everntuale parte>'idei medesimi, da, tramite o sul(sui) concedente(i). IN FEDE DI QUARTO SOPRA, il(i) concedente(i) ha(hanno) sottoscritto ii presente atto aila data riportata sopra. Weld County Land rnvestprs, Inc., una society del Colorado Titolare: Gia.omo ''Ytarossa, Amministratore Titolare: s1 ,And -- Data: 1ZrrluinkZoo> iazteo Galt ossa, Amm n:stratore Data: .4o Awrouo ≥i • • • Io sottoscritto dott. Salvatore Lorenzo notaio residente in Verona ed iscritto presso it Collegia Notarile di Verona, CERTIFICO the it signor: - GALTAROSSA GIACOMO, nato a Verona (VR) it giorno 11 feb- braio 1971, residents a San Pietro in Cariano, Via Monga n. 13, codice fiscale GLT GCM 71B11 L7810; della cui personale identita, io notaio sono'certo, ha appo- sto di propria mano ed in mia presenza, la sua firma in cal- ce all'atto suesteso. Verona, li dieci giugno duemilanove, Via Interrato Redentore V. Iini uif FFii�i S PROCURA DELLA REPUBBUCA PRESSO IL TRIBUNALE DI VERONA N. 1816/2009 Reg Leg. APOSTILLE (Convention de la Haje du 05/1011961) 1. Paese: ITALIA II presente alto pubblico 2. a stato trasudto dal Sig. Lorenzo Salvatore 3. agents in quaint' di Notaio esercente in Verona 4. a segnato dal timbro / sgllb notarile: Salvatore Lorenzo di Pio Agostino Notal in Verona ATTESTATO 5. a Verona 6 II giomo 29.08.2009 7. dall'Uffcio del Pubblico Ministero presso M Procure della Repubblica di Verona 8. sotto it numero 1816/2009 reg. Agostille 9. conbassegno / timbro Mato. - 10. Firma IL SOST.P' s I Eit L REPUBBLICA to sottoscritto dott. Salvatore Lorenzo notaio residents in Verona ed iscritto presso it Collegio Notarils di Verona, CERTIFICO Ohs it signor: - GALTABOSSA MATTEO, nato a Bussolengo (VR) ii giorno 7 no- vesbre 1972, residents a Verona, Lungadigi Cangrande n. 5, codice fiscal, GLT NTT 72507 B296E; della cui personale identiti, io notaio sofio carte, ha appo- eto di propria nano ad in sic presenza, la sus firma in cal- ve all'atto suesteso. Verona, li dodici giugno duesilanove, Via Corso Porta Noon n. 11, nel mio studio. PROCURA DELLARE�RO�A PRESSO IL TRIBUNALE D N. 1817/2009 Reg. Leg. APOSTILLE (Convention de la Hake du 05/10/1961) 1. Paese: ITALIA Il presents alto pubblico 2. e stato trascritlo dal Sig. Lorenzo Salvatore 3. agents in qualta di Natalia esercente in Verona 4. a segnato dal timbre / sigllo notanle: Salvatore Lorenzo di Plo Agostino Notab in Verona ATTESTATO 5. a Verona 6. it giomo 29.06.2009 7. dall'Ufficio del Pubblico Ministero presso la Procure della Repubblica di Verona 8. sotto it numero 1817/2009 reg. Apostille 9. contrassegno / Umbra stato.- 10. Firma oe0 q IL SOST., (don PUBBLICA I, the undersigned, Dr. Salvatore Lorenzo, Notary Public residing in Verona and registered with the Notaries' Board of Verona, CERTIFY that Mr. - GIACOMO GALTAROSSA, born in Verona (VR) on February 11th, 1971, residing in San Pietro in Cariano, Via Monga No. 13, Tax Code GLT GCM 71B11 L781O; of whose personal identity I, Notary Public, am sure, has affixed in his own hand and in my presence his signature below on the above - mentioned deed. Verona, this tenth day of June two thousand and nine, Via Interrato Redentore No. 5. (illegible signature) Round stamp: Salvatore Lorenzo, son of Pio Agostino, Notary Public in Verona Round stamp: Public Prosecutor's Office at the Court of Verona PUBLIC PROSECUTOR'S OFFICE AT THE COURT OF VERONA No. 1816/2009 Auth. Reg. APOSTILLE (The Hague Convention dated October 5th, 1961) 1. Country: ITALY This public document 2. has been transcribed by Mr. Lorenzo Salvatore 3. acting in his capacity of Notary Public practising in Verona 4. is marked by the stamp/notary's seal: Salvatore Lorenzo son of Pio Agostino, Notary Public in Verona CERTIFIED 5. at Verona 6. on 29.06.2009 7. by the Public Prosecutor at the Public Prosecutor's office of Verona 8. under number 1816/2009 Apostille reg. 9. State mark/stamp 10. Signature DEPUTY PUBLIC PROSECUTOR (Dr. Marla Cristina Motta) (illegible signature) Round stamp: Public Prosecutor's Office - Verona I, the undersigned, Dr. Salvatore Lorenzo, Notary Public residing in Verona and registered with the Notaries' Board of Verona, CERI IF'Y that Mr. I'O - MAI IEO GALTAROSSA, born in Bussolengo (VR) on November 7th, 1972, residing in Verona, Lungadige Cangrande No. 5, Tax Code GLT MTT 72S07 B296H �0� of whose personal identity I, Notary Public, am sure, has affixed in his own hand and in my presence his signature below on the above - mentioned deed. Verona, this twelfth day of June two thousand and nine, Via Corso Porta Nuova No. 11, in my office. (illegible signature) Round stamp: Salvatore Lorenzo, son of Pio Agostino, Notary Public in Verona Round stamp: Public Prosecutor's Office at the Court of Verona PUBLIC PROSECUTOR'S OFFICE AT THE COURT OF VERONA No. 1817/2009 Auth. Reg. 1. Country: ITALY APOSTILLE (The Hague Convention dated October 5`h, 1961) This public document 2. has been transcribed by Mr. Lorenzo Salvatore 3. acting in his capacity of Notary Public practising in Verona 4. Is marked by the stamp/notary's seal: Salvatore Lorenzo son of Pio Agostino, Notary Public in Verona CERTIFIED 5. at Verona 6. on 29.06.2009 7. by the Public Prosecutor at the Public Prosecutor's office of Verona 8. under number 1817/2009 Apostille reg. 9. State mark/stamp 10. Signature DEPUTY PUBLIC PROSECUTOR (Dr. Maria Cristina Motta) (illegible signature) Round stamp: Public Prosecutor's Office - Verona • TRIBUNALE CP. DI VERONA L1Co4. Nb(plr rj/Ov. Oggi, 26.06.09, davanti al sottoscritto Cancelliere @ personalmente comparsa la T Sign Pieropan Maria, nata a Saint -Avoid - Francia ii 06.09.1954, domiciliata per la carica presso Ramponi & C. srl, Corso Porta Nuova 3, Verona - identificatasi con carta d'identita n. AK 5157458, rilasciata dal Comune di Mezzane di Sotto (Verona) it 17.09.2005, la quale richiede di asseverare con giuramento la perizia-traduzione the precede. II perito giura ripetendo le parole della formula: "Consapevole della responsabilita the con giuramento assumo Javanti a Dio ed agli uomini, giuro di aver bene e fedelmente adempiuto alle operazioni affidatemi al solo scopo di far conoscere la yenta". C5. t,0 L CAN (Ltd :LL'ERE TV o liorghar0 PROCURA DELLA REPUBBLICA PRESSO IL TRIBUNALE DI VERONA N. 18182009 Reg. Leg. APOSTILLE (Convention de la Haje du 05)10/1981) 1 Pease'' ITALIA II presente alto pubblico 2. 9 stto trascritto dal sig Luciano Borghetti 3. agente in qualia di Cancelliere 'CV del Tribunale CNiie e Penale di Verona 4 6 segnato dal timbre / sigillo: del Tribunale Civile a Penale tli Verona ATTESTATO 5. a Verona 6. II giomo 29.06.2009 7. dall'Ulbcio del Pubblico Ministero presso la Procura della Repubblica di Verona 8. sotto it numero 18182009 reg. Aposlille 9. contrassegno / timbro stto: 10. Firma IL SOST. PROCUR ( dolt. • • BUCHANAN AND SPERLING, P.C. ATTORNEYS AT LAW TIMOTHY R. BUCHANAN trbA,tbvs.net VERONICA A. SPERLING vsperling@tbvs.net BOULDER OFFICE 1 113 SPRUCE STREET, SUITE 400 BOULDER, CO 80302 Layla Rosales Gage Davis Associates 475 W. 12th Avenue, Suite E Denver, CO 80204 Gregory E. Bowdish, P.E. Carroll & Lange, Inc. 165 South Union Blvd., Suite 156 Lakewood, CO 80228 Please send correspondence to: 7703 RALSTON ROAD ARVADA, CO 80002 telephone: (303) 431-9141 FACSIMILE: (800) 803-6648 EMAIL: tbvs Wtbvs.net WEBSITE: www.tbvs.net June 9, 2009 ERIC R. POTYONDY erp a,tbvs.net KAREN H. SHIRLEY ks(Thtbvs.net JOHN P. JUSTUS I lustusna,tbvs.net Jack Reutzel, Esq. Reutzel and Associates 9145 East Kenyon Ave., Suite 200 Denver, Colorado 80237-1823 Re: Analysis of Water Rights of Weld County Land Investors, Inc. and Dedication of Water Rights to Little Thompson Water District Dear Layla, Jack, and Gregory: Pursuant to your request, we have reviewed the following information pertaining to the land and water rights identified as owned by Weld County Land Investors, Inc. ("Investors") in Weld County, Colorado. The following summarizes the information that we have reviewed to date and our conclusions. SUMMARY OF CONCLUSIONS Weld County Land Investors, Inc. owns property located in Sections 33 and 28 of Township 4 North, Range 68 West of the 6th P.M. (the "Property"). The Property has historically been used as irrigated farmland. The Investors also own various water rights that have been used for irrigation of the Property, including water rights represented by shares of stock in various mutual ditch and reservoir companies, and contractual allotments in the Colorado -Big Thompson Project ("C -BT Units"). It is our understanding that the Investors currently contemplate developing the Property to include 650 residential units, comprised of 600 half -acre lots and 50 two -acre lots. • • • Weld County Land Investors, Inc. June 9, 2009 Page 2 The Little Thompson Water District ( "District") is the primary potable water provider for the area in the vicinity of the Property, including the Town of Mead. The District has established guidelines regarding the dedication of water rights to the District in exchange for residential and commercial water taps. The District accepts C -BT Units in exchange for water taps based on a set formula. The District also accepts other water rights, including the water rights represented by shares in mutual ditch and reservoir companies, although such dedication requires that the party seeking to dedicate such water rights complete a more detailed analysis of the water rights in question. The District cannot currently use water rights other than the water delivered pursuant to C -BT Units in its potable water system. However, the District can use such water rights for non - potable uses, including the irrigation of parks, lawn, and landscape and the District has defined a "conservation" tap for such a water supply system. Except for the C -BT Units, the Investors' water rights are represented by shares of stock in the Highland Ditch Company, Supply Irrigating Ditch Company, Ide and Starbird Reservoir Company, and the Ish Reservoir Company yield water that may be used to irrigate the Property. The Investors' shares of stock in the Highland Lake Lateral Ditch Company do not yield any additional water for use on the Property, but are used to convey the water associated with the Highland Ditch Company water rights to the Property. The following table summarizes the water right information that we reviewed and that we believe are owned by the Investors: Ditch Company or C -BT Units Number of Shares/Units Ish Reservoir Company 24 Shares Highland Ditch Company 6.75 Shares Lake McIntosh Reservoir Company 27 Shares Supply Irrigating Ditch Company 2 Shares Ide and Starbird Reservoir Company 40 Shares C -BT Units 625 Units We have not investigated title to the water rights described above and we are not expressing any opinion regarding the status of title to the water rights. Our research indicates that, in an average year, such water rights represented by shares of stock in the Highland Ditch Company, Supply Irrigating Ditch Company, Ide and Starbird Reservoir Company will yield approximately 246.5 acre feet of water for irrigation purposes on the Property during the customary irrigation season of April through November. As discussed below, we have not been able to estimate the yield of water from the Investors' ownership in the Ish Reservoir Company. The Investors' shares of stock in the Lake McIntosh Reservoir Company yield • • Weld County Land Investors, Inc. June 9, 2009 Page 3 water for various purposes, however, water cannot be physically delivered from Lake McIntosh Reservoir to the Property, but water may have been delivered by exchange. These water rights are currently decreed for irrigation purposes, and could therefore be used to irrigate lawns, landscapes, and parks on the Property. To use these water rights for other purposes, such an municipal uses, the water rights would have to be changed in a court proceeding in which the yield of the water rights would be significantly reduced. Further, such a court proceeding would require a more detailed analysis of the actual historical use of the water rights on the Property. There are sufficient C -BT Units to provide a potable water supply to the contemplated 650 residential units on the Property if "conservation taps," described below, are utilized under various scenarios. However, there are not sufficient C -BT Units to provide a potable water supply for the contemplated 650 residential units on the Property if only standard taps are utilized. Therefore, some combination of conservation residential taps, conservation and standard residential taps, and/or the continued use of the irrigation water rights for outdoor uses is required. The Little Thompson Water District readily accepts C -BT Units for dedication based on the formula set forth in the District's Dedication Guidelines. The following table sets forth four scenarios illustrating the potential allocation of C -BT Units to either standard residential taps (5/8"), conservation residential taps (5/8"), or a combination of the two. Scenario Standard Residential Taps (5/8") (625 C -BT Units / 1.4 C -BT Units per tap) Conservation Residential Taps (5/8") (625 C -BT Units / 0.7 C -BT Units per tap) Remaining C -BT Units 1 446 standard taps 0 conservation taps 0.43 2 0 standard taps 892 conservation taps 0.86 3 50 standard taps 792 conservation taps 0.86 4 0 standard taps 650 conservation taps 170 The scenarios in the foregoing table are only illustrative and the Investors may develop alterative scenarios that meet the Property development needs. It is important to recognize that to the extent conservation residential taps are utilized, an irrigation system will need to be designed and implemented that can utilize untreated water for irrigation purposes, and there are additional costs associated with such irrigation system. Use of conservation residential taps will require construction of what is commonly referred to as a "dual pipe" system or a "two pipe" system for each residence, which refers to the fact that each residence will have a treated water pipeline to the residence for delivery of water for indoor uses, and a raw water pipeline to the residence for delivery of water for • • Weld County Land Investors, Inc. June 9, 2009 Page 4 outdoor uses. We have not evaluated the additional costs associated with the construction of the required facilities for a dual pipe system required for use of the conservation taps. DISCUSSION The following discusses the water rights associated with the Property owned by Weld County Land Investors, Inc. To the extent feasible, this letter also estimates the number of residential taps that the Investors may expect to receive from the District upon the dedication of the water rights to the District and notes areas of additional research that may be needed, and highlights potential issues regarding their dedication. This letter first discusses the nature of Colorado water rights and the water supply operation of the Little Thompson Water District before discussing each of the Investors' water rights. I. Nature of Colorado Water Rights The Investors' water rights were acquired under Colorado law. Pursuant to Colorado law, a water right is generally created upon the diversion and application of water to a beneficial use. The District Courts of Colorado were authorized by the Colorado General Assembly to confirm the existence of water rights by entering a decree describing the water right and confirming that the water right was diverted and applied to beneficial use. The judicial confirmation of a water right is essential to its administration vis a vis other water rights. As a result, use of the water right is defined by and subject to the terms of the decree from the District Court, which is also commonly referred to as "Water Court." The decree from the District Court specifies the amount of water that maybe diverted, the appropriation date of the water right, the types of uses of the water right, and such other terms and conditions as may be imposed by the District Court. The appropriation date is significant because it establishes when the water right owner may divert water from the stream. Water rights are administered on the basis of the seniority of appropriation date and District Court decree date. As between water rights with the same decree date, the water right with the senior appropriation date may divert water before a water right with a later, or more "junior" appropriation date. As among water rights with different decree dates, the water right that was decreed first will be able to divert water prior to water rights which were decreed later. This doctrine is commonly known as the "Prior Appropriation Doctrine." • Once a water right has been created by appropriation and application to beneficial use, the water right can subsequently be changed for other uses. For example, water rights that were created for irrigation purposes can be changed for municipal and domestic purposes. In order to use the water right for new uses, the District Court must enter a decree approving the change in the use. In approving a change in use, the District Court will typically review the historical diversion and uses of the water rights. The Colorado State Engineer maintains diversion records for most of the water • • • Weld County Land Investors, Inc. June 9, 2009 Page 5 rights within the State. By reviewing the diversion records, we can estimate how much water has been historically diverted by the water rights. Water rights that are senior are typically able to divert water when needed due to the better right provided by their seniority. However, water rights that are more junior will often have less historical diversions due to inadequate supplies. Similarly, in evaluating the historical use of the water rights, it is important to look at the types of crops which were grown by irrigation use of the water rights. If the crop was a high water consuming crop such as alfalfa, corn, and sugar beets, then more water will have been consumed by the crops. If the irrigated crops were low water consuming crops such as wheat, there will have been less historical consumption of water. Typically, fifty to seventy-five percent of the water which is applied to a crop will be consumed by the crop. The amount of water which is consumed by the crop is referred to as the "consumptive use." The District Court will typically allow the change of the historical consumptive use for new purposes. Therefore, if a water right has diverted 100 acre feet per year and the crops consumed 60 acre feet per year, the Court will typically allow the water right holder to change the 60 acre feet per year for other uses. Water rights are typically transferred on the basis of firm annual historical consumptive use. Firm annual historical consumptive use refers to the amount of water which has historically been fully consumed over a period of years, but most significantly in a dry year. The value of the water is a function of the firm annual historical consumptive use. Thus, a water right which produces a larger amount of firm annual historical consumptive use will have a higher value than a water right that produces a lower amount of firm annual historical consumptive use. To the extent possible, we reviewed decrees entered by the Water Court to determine the amount of consumptive use that was permitted to be transferred in other similar cases. The actual firm annual consumptive use will be determined by the Water Court and will be subject to such terms and conditions as might be imposed by the Water Court. In order to further assess the water use on the Property, we will generally obtain additional documentation from the local United States Department of Agriculture Farm Service Agency. The Farm Service Agency records the crops grown on each parcel of land on an annual basis. By reviewing the cropping history, we can provide a better assessment as to the extent of use of the water rights and the potential transferable yield of the water rights for other purposes. As of the date of this letter, we have not been able to obtain the records from the. Farm Service Agency because the Weld County Office of the Farm Service Agency will only disclose such records to the landowner or, in the case of a corporation, a corporate officer with sufficient authority. Most of the water rights discussed below are represented by shares of stock in mutual ditch and reservoir companies or carrier ditch companies. We have requested copies of the articles of incorporation, bylaws and any operating policies with respect to the ditch companies. Articles of incorporation, bylaws and operating policies frequently contain limitations or restrictions regarding the use of water rights which may impair the proposed use of these water rights. The mutual ditch and reservoir companies discussed below were unwilling to provide their bylaws and • • • Weld County Land Investors, Inc. June 9, 2009 Page 6 other documents such as operating agreements to parties other than the shareholders. Representatives of these mutual ditch and reservoir companies require a written request from the shareholder or, in the case of a corporation, a corporate officer with sufficient authority. Our requests for bylaws and other operating agreements were thus denied. We have noted instances in which the bylaws and operating agreements appear particularly significant to the Investor's water rights. With respect to all of the water rights, except the C -BT Units, we have reviewed copies of the decrees for the water rights from the office of the Colorado State Engineer. In addition to the decree for the water rights, where possible we have reviewed decrees from other Water Court proceedings which have changed the water rights in question. The decrees are helpful because they provide an indication of the transferable yield of the water rights for municipal purposes. The yield from the Water Court decrees assist us in evaluating the water rights for the municipal supply. The diversion records indicate how much water was used under each one of the water rights. Except for the C -BT Units, the water rights that we reviewed were decreed for irrigation purposes. Such water rights can only be used for municipal purposes once they have been subjected to a change of water right proceeding and a decree has been entered by the District Court. A Water Court proceeding will typically take nine months to two years to complete. In the Water Court proceeding, anyone who believes they may be adversely effected by a change in the water right may participate in the case and assert such positions as they believe are appropriate. Therefore, a Water Court proceeding can be a rather slow and expensive process. The C -BT Units are administered by the Northern Colorado Water Conservancy District. The Colorado -Big Thompson Project is a Bureau of Reclamation water project that diverts water from the Colorado River basin and pipes the water under the Continental Divide to be distributed along the Front Range though an expansive series of canals and reservoirs. Ownership of a C -BT Unit entitles the owner to an annual delivery of water. A C -BT Unit is based on a delivery of one acre foot of water per year, but the actual delivery averages approximately 0.6 or 0.7 acre feet of water per year. The water may only be used once and whatever water is not consumed in the first use must be returned to the stream for use by others. The C -BT Units are easily transferable, but the transfer must be approved by the Northern Colorado Water Conservancy District. II. Little Thompson Water District and Dedication of Water Rights The Little Thompson Water District (the "District") is the primary water provider for the largely rural area located east of the foothills, south of the City of Loveland, west of the South Platte River, and north of the City of Longmont and the area serviced by the Longs Peak Water District. See http://www.ltwd.org. In 2002, the District expanded its service area to include the Town of Mead. • • • Weld County Land Investors, Inc. June 9, 2009 Page 7 The District's main source of untreated, raw water comes from the Colorado -Big Thompson Project. The District generally takes delivery of its C -BT Units at two water treatment plants located south of Carter Lake, which stores C -BT water. Carter Lake is located in the foothills southwest of the City of Loveland and at the western edge of the District's boundaries. Treated water is then distributed through various pipelines to the District service area, which is generally located down gradient of Carter Lake and the water treatment plants. The District currently owns no other treatment plants. It does not appear that the District can treat water rights other than C -BT Units at its Carter Lake water treatment plants. However, as discussed below, the District currently uses water rights other than C -BT Units to "exchange" water up to its Carter Lake water treatment plants. The District also owns and operates raw water systems in the District service area for non - potable uses, such as the irrigation of lawns and parks. The District maintains metered connections with several neighboring water providers, including Weld County Water District, Fort Collins -Loveland Water District, and the City of Loveland. The connections provide emergency supplies and supplemental water to boost service in remote areas of the District. The boundaries of these other districts are all located at least several miles from the Property. The District has developed Water Dedication/Credit Guidelines, dated January 10, 2007 ("Dedication Guidelines"). The Dedication Guidelines are not final and are for planning purposes only, but provide a reasonable estimate for water dedication credits. The Dedication Guidelines set forth the costs for taps as well as the amount of credits and taps that the District will credit for water rights that developers dedicate to the District. The guidelines and discussions with Mike Cook, the District's Engineer, indicate that the dedication of C -BT Units in exchange for water taps is easier than the dedication of other water rights due to the fact that C -BT Units can be transferred relatively easily, the yield of C -BT Units is relatively predictable, and C -BT Units can be taken directly into the District's Carter Lake water treatment plants for all uses. The Dedication Guidelines provide for the dedication of C -BT Units to the District in exchange for water taps. A standard residential tap (5/8") will be issued in exchange for the dedication of 1.4 C -BT Units. A "conservation" residential tap (5/8") will be issued in exchange for 0.7 C -BT Units. Based on the documentation reviewed and discussions with the District's Engineer, it appears that the dedication of C -BT Units is straightforward and based on the application of these ratios. The distinction between a standard residential tap and a "conservation" residential tap is that a standard residential tap uses treated water for all indoor and outdoor uses of water, whereas a "conservation" residential tap uses treated water for all indoor uses of water and uses untreated water for irrigation uses. The advantage to the District associated with offering "conservation" residential taps is that the volume of water required for indoor uses is substantially less than the volume of water required for outdoor uses, which allows the District to defer the cost of construction of larger water treatment plants. However, the "conservation" residential tap imposes additional construction obligations on the Investors. We have not evaluated the cost of the • • Weld County Land Investors, Inc. June 9, 2009 Page 8 additional construction obligations, or evaluated whether the additional construction obligations are offset by the reduction in water to be dedicated to the District for the water taps. The Dedication Guidelines provide for a more detailed process regarding the dedication of water rights other than C -BT Units. First, the developer must complete the District's Historical Use Affidavit and Water Right Dry -Up Covenant for the water rights proposed to be dedicated. The District's Engineer will then evaluate the affidavit and estimate the costs associated with completing a water right engineering report for the District. The developer is responsible for the actual costs of the water right engineering report. The District's staff will then use the water right engineering report to make a recommendation to the District's Board of Directors for the domestic water credit for each water right. If approved, the developer transfers the water rights to the District and pays fees associated with the change of ownership. After transfer, the developer is credited with the water for the taps and must pay other related charges, such as the plant investment fee, parts and installation, and Water Court contribution fee. The Dedication Guidelines specifically provide for the dedication to the District of the water rights represented by shares in the Handy Ditch Company and Home Supply Ditch Company in exchange for taps. Nevertheless, the procedure for water rights other than C -BT Units applies to shares in these ditches as well. A review of these water rights provides some insight into the water rights other than C -BT Units that the District may consider for dedication. The Handy Ditch and Home Supply Ditch are both ditches with relatively senior water rights that divert from the south bank of the Big Thompson River, west of the City of Loveland at the mouth of the Big Thompson canyon. These ditches then generally traverse south and east from the Big Thompson River towards the Town of Berthoud and into the District's service area and the Little Thompson River basin. These ditches are located below the Carter Lake water treatment plants and therefore, the water delivered pursuant to the ownership of shares in the ditch company are not used directly in these plants. Instead, the District uses these water rights by completing a water "exchange," in which the District diverts additional water at the Carter Lake water treatment plants and uses the Handy Ditch and Home Supply Ditch water rights to replace that additional diverted water downstream. The District has accepted for dedication water rights other than C -BT Units and water rights represented by Handy Ditch and Home Supply Ditch shares, according to discussions with the District's Engineer. Other water rights may be accepted by the District based on the procedures that are discussed above and require more analysis. Water rights that are dedicated to the District may be changed in a Water Court proceeding to be used as a potable water supply either directly at the Carter Lake water treatment plants or by exchange. Alternatively, the water rights may be used directly for outdoor, non -potable uses. • • • • Weld County Land Investors, Inc. June 9, 2009 Page 9 III. Review of Water Rights Associated with the Property The following is a review and analysis of the water rights owned by the Investors associated with the Property. This section summarizes the water rights associated with the Property owned by the Investors and estimates the number of taps that Weld County Land Investors may receive from the Little Thompson Water District associated with each water right. A. Overview of Water Rights Owned by the Investors and the Property The Property is located in Sections 33 and 28 of Township 4 North, Range 68 West of the 6th P.M., which is currently and has historically been used as irrigated farm land. The Property generally located on the ridge between the Little Thompson River basin to the north, and the St. Vrain River basin to the south. Due to this location, the water rights associated with the Property divert from both the Little Thompson and St. Vrain Rivers. The Investors own various shares of capital stock in several mutual ditch and reservoir companies. These shares represent a proportional ownership of the water rights held by the mutual ditch and reservoir companies and a proportional ownership of the structures. The Investors' shares of stock also entitle the Investors to deliveries of the pro rata share of those water rights, unless the companies' rules and practices specifically provide otherwise. B. Historical Irrigation on the Property As of the date of this letter, we have not been able to obtain records regarding the historical irrigation practices on the Property. It is our understanding that the water rights described in this letter have historically been utilized for irrigation of the Property. The following discussion assumes that the water rights were used for irrigation of the Property. C. Stock in the Highland Ditch Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own 6.75 shares of capital stock in the Highland Ditch Company. Our research indicates that there are 700 outstanding shares in the Highland Ditch Company. The Investors' 6.75 shares thus entitle the Investors to a 0.964% pro rata share of the water rights held by the Highland Ditch Company. The Highland Ditch Company operates a large irrigation system that diverts from the St. Vrain River for irrigation purposes on land north of the St. Vrain River. The Highland Ditch Company system consists of a main ditch (the Highland Ditch), various laterals (including Highland Lake Lateral, discussed below), three large reservoirs that are located along the Highland Ditch, and three reservoirs that are located off of the Highland Ditch. Some, but not all, of the water diverted • • • Weld County Land Investors, Inc. June 9, 2009 Page 10 into the Highland Ditch Company system enters the service area of the Little Thompson Water District. It should be noted that the Highland Ditch and the Highland Ditch Company system is also used to divert and convey various other water rights not held by the Highland Ditch Company. The Highland Ditch Company holds numerous direct flow water rights and water storage rights decreed for irrigation purposes. In addition to the decreed water rights listed below, the Highland Ditch Company owns 830 C -BT Units. There may be an opportunity to have the Investors' pro rata share of the C -BT Units allocated to the Investors, which could be used for dedication by the Investors for water taps. Because we have not reviewed the by-laws of the Highland Ditch Company, we do not know whether such allocation is possible. These direct flow water rights, including the C -BT Units, are diverted during the irrigation season and used directly for irrigation purposes. The Highland Ditch Company holds the followed decreed direct flow water rights: Appropriation Date Adjudication Date Decreed Amount Case No. 11/30/1871 6/2/1882 205.46 cfs C.A. 1645 6/1/1878 6/2/1882 23.57 cfs C.A. 1645 6/1/1878 6/2/1882 23.57 cfs C.A. 1645 9/20/1902 3/13/1907 95.00 cfs C.A. 1645 It should be noted that the flow rates for the Highland Ditch direct flow water rights were originally decreed in a unit known as a "customary inch." Our research indicates that the "customary inch"unit is uncommon. Affolter v. Rough & Ready Irrigating Ditch Co., 60 Colo. 519, 154 P. 38 (1916) is a Colorado Supreme Court case concerning a dispute regarding other ditches on the St. Vrain River in Water District 5 that were also decreed in "customary inches." In that case, in the proceedings before the District Court, the presiding Referee found "from the testimony that the term `customary inches,' used in the said decree, is an uncertain and indefinite term, and cannot be reduced to cubic feet per second of time." It appears that the Colorado State Engineer and his designates converted the "customary inches" to cubic feet per second, based on a conversion factor of approximately 40 customary inches to one cubic foot per second. The lack of clarity of the it "customary inch" prompted an opinion of the Colorado Attorney General dated February 6, 1908. Nevertheless, current records of the Colorado State Engineer use the above -referenced flow rates in cubic feet per second. The Highland Ditch Company also holds numerous water storage rights for reservoirs. Water is stored in the reservoirs and released to shareholders in the mid to late summer months to augment supplies from the direct flow water rights. Highland Reservoirs Nos. 1, 2, and 3 are filled by and located along the Highland Ditch. Water stored in these reservoirs is released into the • • • Weld County Land Investors, Inc. June 9, 2009 Page 11 Highland Ditch and various laterals for irrigation purposes. The following are the water storage rights for these reservoirs: Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Highland Reservoir No. 1 11/15/1879 2/21/1883 778 acre feet ("af') C.A. 1329 10/18/1922 7/23/1951 285.7 of C.A. 11715 12/31/1929 7/23/1951 1,063.7 of C.A. 11715 Highland Reservoir No. 2 11/15/1881 2/21/1883 1,650 af C.A. 1309 4/15/1877 3/13/1907 14 af C.A. 4790 (Originally decreed to Hayden Reservoir) 6/22/1889 3/22/1890 1,085 af C.A. 2409 12/10/1904 3/13/1907 7 of C.A. 4790 9/30/1926 7/23/1951 972.8 sf C.A. 11715 12/31/1929 7/23/1951 1,653 af C.A. 11715 12/31/1929 7/23/1951 1,087 of C.A. 11715 Highland Reservoir No. 3 11/15/1881 2/21/1883 869 of C.A. 1309 9/13/1902 3/13/1907 779 of C.A. 1644 12/31/1929 7/23/1951 870 of C.A. 11715 12/31/1929 7/23/1951 790 of C.A. 11715 The Highland Ditch Water Company has a 49% interest in the water rights stored in Beaver Park Reservoir by its ownership of 299 of the 600 outstanding shares in the St. Vrain Fish and Reservoir Company, which owns the reservoir and holds the reservoir's water rights. Beaver Park Reservoir is a high mountain reservoir located on Beaver Creek, in the St. Vrain River basin, just below the Continental Divide. The Supply Irrigating Ditch Company, which is discussed below, has the remaining 51% interest in the reservoir. Water stored in Beaver Park Reservoir is generally released into the St. Vrain River and is re -diverted downstream into the Highland Ditch or Supply Irrigating Ditch. The following are the water storage rights used to fill Beaver Park Reservoir: • Weld County Land Investors, Inc. June 9, 2009 Page 12 Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Beaver Park Reservoir 6/30/1892 3/13/1907 888 af C.A. 4790 6/21/1902 3/13/1907 959 af C.A. 4790 9/30/1905 6/1/1929 335 af C.A. 4790 The Highland Ditch Company owns Foothills Reservoir, which is located south of the St. Vrain River and is not filled by the Highland Ditch, but rather, by the Foothills Reservoir Inlet Ditch. Water stored in Foothills Reservoir is generally used for the purpose of water exchanges so that additional water may be diverted into the Highland Ditch. Foothills Reservoir has the following water rights: Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Foothills Reservoir 7/13/1910 6/1/1926 4,239 af C.A. 6673 12/31/1929 7/23/1951 2,506 of C.A. 11715 12/31/1929 7/23/1951 4,340 of (Conditional right for 4,340 af abandoned in 1965) C.A. 11715 The Highland Ditch Company also previous y stored water rights that are now stored in Lake McIntosh Reservoir, which is discussed in detail below regrading the Lake McIntosh Reservoir Company. Similar to Foothills Reservoir, the Highland Ditch Company's interest in Lake McIntosh Reservoir is used for water exchanges. Finally, during times of free river, when water rights are not being strictly administered, water in the Highland Ditch may be conveyed to Ish Reservoir and the Ish Reservoir outlet ditch, which are discussed below. The Highland Ditch Company water rights are relatively senior on both the St. Vrain River and in the larger South Platte River basin. Our research indicates that a limited physical supply has not generally prevented water from being delivered to shareholders in the Highland Ditch Company system. Discussions with Dave Bachman, Superintendent of the Highland Ditch Company, indicate that one share of stock in the Highland Ditch Company typically yields 30 acre feet of water per irrigation season. However, according to Mr. Bachman, the 30 acre foot figure is a "rule of thumb" and actual annual yield varies depending on various factors, including whether the reservoirs are able to fill in the winter and spring, and depending on the amount of water in the St. Vrain River. The amount of annual yield is also complicated by the Highland Ditch Company's ownership of C- • • Weld County Land Investors, Inc. June 9, 2009 Page 13 BT Units, which provide additional water, especially during dry years. Therefore, due to the Investors' ownership of 6.75 shares of the Highland Ditch Company, in an average year, these water rights would yield approximately 202.5 acre feet of water for irrigation purposes. Due to the complexity of the Highland Ditch Company system, additional research and engineering analysis would be required to determine the dry year yield of the water rights represented by the Investors' shares in the Highland Ditch Company. According to our research, including discussions with Dave Bachman, Superintendent of the Highland Ditch Company, no water user has adjudicated a change in the type of use of any shares of the Highland Ditch Company. Our research further indicates that this is due, in part, to the bylaws of the Highland Ditch Company, which preclude shares being changed to other uses. However, we have not been able to actually review these bylaws. The legality of such a bylaw is questionable. In Colorado water law, shareholders are entitled to change the water rights represented by their ownership of shares in mutual ditch and reservoir companies. Meanwhile, ditch and reservoir companies may use bylaws and other internal rules and regulations to impose reasonable limitations on stockholders' change of use in order to protect other shareholders from injury. No reported Colorado cases have addressed the issue of whether a ditch company may preclude any change in the type of use. However, the water rights represented by shares in mutual ditch and reservoir companies are frequently changed to other uses and other shareholders are protected from injury by the inclusion of various terms and conditions. Further, such a bylaw may constitute a restraint on the ability to transfer property, which is generally not permitted. The fact that no other change of water rights represented by shares in the Highland Ditch Company have previously been adjudicated may prove significant in the Little Thompson Water District's willingness to accept the Investors' shares in the Highland Ditch Company. In order for the District to be able to use the Investors' Highland Ditch Company shares in its potable water system directly or by exchange, the District would need to adjudicate a change of use of the shares in Water Court. The fact that no changes have previously been adjudicated, and the existence of a bylaw precluding such a change would likely complicate and make more expensive any court proceeding. These issues may make a change of the water rights represented by shares in the Highland Ditch Company more difficult and costly. Another approach to the future use of the Investors' water rights represented by shares in the Highland Ditch Company would be to dedicate these shares to the District with the understanding that the shares would not be used in the District's potable water system, but rather, would be used to for outdoor irrigation of the Property. Under such use, the Investors, or any successors -in -interest, would continue to take delivery of water to which they are entitled as shareholders during the irrigation season. Such a strategy would avoid the issues discussed above • • Weld County Land Investors, Inc. June 9, 2009 Page 14 that would be raised in a change of use proceeding because the shares would continue to be used for irrigation purposes. If the Investors' water rights yield more water than necessary to irrigate the Property after it has been developed, the Investors could sell their Highland Ditch Company shares to other shareholders in the Highland Ditch Company system. D. Stock in Highland Lake Lateral Ditch Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own ten shares of capital stock in the Highland Lake Lateral Ditch Company. The Highland Lake Lateral Ditch Company is a carrier ditch company. This means that the Highland Lake Lateral Ditch Company owns no water rights, but rather, owns a ditch that conveys the water diverted under the water rights of others. The Highland Lake Lateral extends from the Highland Ditch, several miles south of the Property, and carries water diverted under the Highland Lake Ditch Company water rights north towards the Property. Discussions with the Highland Ditch Company superintendent indicate that a pumping station is used to bring water from the Highland Lake Lateral Ditch to the Property. Discussions with a representative of the Highland Lake Lateral Ditch Company indicate that four shares of the Highland Lake Lateral Ditch Company are generally required to carry one share of Highland Ditch Company water. The Investors' ownership of shares in the Highland Lake Lateral Ditch Company yields no additional water for the Property. However, ownership of such stock is necessary to convey the Investors' shares in the Highland Ditch Company to the Property. For the purpose of dedication to the Little Thompson Water District, the Investors' shares in the Highland Lake Lateral Ditch Company should only be considered together with the Investors' shares in the Highland Ditch Company. E. Stock in the Lake McIntosh Reservoir Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own 27 shares of capital stock of the Lake McIntosh Reservoir Company. Lake McIntosh Reservoir is an off -stream reservoir that is located north of the St. Vrain River and south of Colorado Highway 66 in the northwest corner of the City of Longmont. Lake McIntosh Reservoir is filled by the Oligarchy Ditch, which diverts from the St. Vrain River downstream of the headgates of the Highland Ditch and Supply Irrigating Ditch. Water is released from Lake McIntosh Reservoir back into the Oligarchy Ditch, which traverses the City of Longmont. The Lake McIntosh Reservoir Company holds the following water storage rights: • Weld County Land Investors, Inc. June 9, 2009 Page 15 Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Lake McIntosh Reservoir 10/18/1902 3/13/1907 2,460 of C.A. 4790 12/31/1921 7/23/1951 2,460 of C.A. 11715 Our research indicates that the Lake McIntosh Reservoir Company was owned by the Highland Ditch Company until around the year 2001, when it became a separate entity. The Highland Ditch Company appears to own shares in the Lake McIntosh Reservoir Company, which are used to divert water into the Highland Ditch by exchange. Lake McIntosh Reservoir and its outlet, the Oligarchy Ditch, are located down gradient of both the Highland Ditch and Supply Irrigating Ditch. The City of Longmont changed several shares of the Lake McIntosh Reservoir Company to municipal uses in Case No. 87CW253. The City of Longmont also stores other water rights in Lake McIntosh Reservoir. Water stored in Lake McIntosh Reservoir cannot be used directly in the Highland Ditch Company system or used on the Property. The Little Thompson Water District may not be interested in the dedication of shares in the Lake McIntosh Reservoir Company due to the location of Lake McIntosh Reservoir Company. Lake McIntosh Reservoir is located in the St. Vrain River basin and water released from the reservoir cannot be physically delivered into the Little Thompson River basin or its service area. F. Stock in the Supply Irrigating Ditch Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own two shares of capital stock of the Supply Irrigating Ditch Company. Please note that the "Supply Irrigating Ditch Company" is distinct from the similarly -named "Longmont Supply Ditch Company," which is located in the general vicinity. Our research indicates that there are 400 outstanding shares in the Supply Irrigating Ditch Company. The Investors' 2.0 shares thus entitle the Investors to a 0.5% pro rata share of the water rights held by the Supply Irrigating Ditch Company. The Supply Irrigating Ditch Company operates a large irrigation system that irrigates approximately 8,500 acres and diverts from the St. Vrain River for irrigation purposes on land north of the St. Vrain River. The Supply Irrigating Ditch Company's system is located in the same general vicinity as the Highland Ditch Company system, which is discussed above, and is also characterized by a main ditch (the Supply Irrigating Ditch, also known as the "Supply Ditch"), various laterals, several reservoirs located along the Supply Ditch, and a reservoir located off of the main ditch. Some, but not all, of the water diverted into the Supply Irrigating Ditch Company system enters the service area of the Little Thompson Water District. In particular, there is a lateral from the Supply Irrigating Ditch that can carry water from the Supply Irrigating Ditch directly to the Little Thompson River at a point below the District's Carter Lake water treatment plans but above the headgate for • • • Weld County Land Investors, Inc. June 9, 2009 Page 16 Ish Reservoir, although our research indicates that this lateral is rarely used. It should be noted that the Supply Irrigating Ditch and the Supply Irrigating Ditch system is used to divert and convey various other water rights not owned by the Supply Irrigating Ditch Company. The Supply Irrigating Ditch Company owns a direct flow water right and water storage rights decreed for irrigation purposes. In addition to the decreed water rights listed below, the Supply Irrigating Ditch Company also owns 255 C -BT Units. As discussed above, there may be an opportunity to obtain an allocation of the C -BT Units to the Investors. The Supply Irrigating Ditch Company owns the following direct flow water right that diverts from the St. Vrain River: Appropriation Date Adjudication Date Decreed Amount Case No. 5/31/1878 6/2/1882 92.2 cfs C.A. 1387 Similar to the Highland Ditch, the direct flow water right decreed to the Supply Irrigating Ditch was originally decreed in the "customary inch" unit. The Supply Irrigating Ditch Company also owns various water storage decrees. The Supply Irrigating Ditch Company owns a 51% interest in Beaver Park Reservoir by its ownership of 299 of the 600 outstanding shares in the St. Vrain Fish and Reservoir Company, which owns the reservoir. As evidenced by the decree entered in Case No. 02C W344, dated December 19, 2007, the Supply Irrigating Ditch Company has historically leased 56 of its shares in the St. Vrain Fish and Reservoir Company to the Left Hand Water and Water Conservancy District and may have recently sold these shares to that district. Beaver Park Reservoir is discussed above in the section discussing the Highland Ditch Company. The following pending claim for storage water right is filled by and located along the Supply Irrigating Ditch: Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Knouth Reservoir Claimed 4/1/1962 2008 541.25 of 08CW225 (pending claim in which Supply Irrigating Ditch Company owns 40%) Discussions with Ben Armstead, Superintendent of the Supply Irrigating Ditch Company, indicate that, if the Supply Irrigating Ditch Company's reservoirs are full at the beginning of the irrigation season, one share of the Supply Irrigating Ditch Company yields approximately two acre feet of deliveries during the irrigation season. Therefore, based on the Investors' ownership of two shares of the Supply Irrigating Ditch Company, in an average year, these water rights would yield an average of four acre feet of water for irrigation purposes. • • • Weld County Land Investors, Inc. June 9, 2009 Page 17 Due to the complexity of the Supply Irrigating Ditch Company system, additional research and engineering analysis would be required to determine the dry year yield of the water rights represented by the Investors' shares in the Supply Irrigating Ditch Company. Our research has not uncovered any cases in which the water rights represented by shares in the Supply Irrigating Ditch Company have been changed from irrigation to other uses. It is unknown if the bylaws of the Supply Irrigating Ditch Company are similar to those of the Highland Ditch Company, which, as discussed above, purport to preclude changes of use of the water rights represented by shares in the company. However, as discussed above regarding the Highland Ditch Company, the lack of previous change of water right adjudication on the Supply Irrigating Ditch system may make any change of water right for the Little Thompson Water District more difficult and costly. The costs of such a change of water right case would further appear even greater due to the fact that the Investors' two shares of the Supply Irrigating Ditch Company typically only yield four acre feet of water annually. Nevertheless, in Case No. 02CW334, the Left Hand Water and Water Conservancy District changed the use of the water rights represented by 80 shares in the St. Vrain Fish and Reservoir Company, which owns Beaver Park Reservoir. The Supply Irrigating Ditch Company owns 51% of the water rights in Beaver Park Reservoir. The Court determined that, based on historical use in the Supply Irrigating Ditch system, the consumptive use water of water from Beaver Park was 1.3625 acre feet per share in the St. Vrain Fish and Reservoir Company . Relevant to any possible future change of use of the water rights represented by shares in the Supply Irrigating Ditch Company, the Court in Case No. 02CW334 relied upon an irrigation efficiency of 60% and noted that the Supply Irrigating Ditch Company charges 10% ditch loss in transporting water to the property. Similar to the situation with the Highland Ditch system, another approach to the future use of the Investors' water rights represented by shares in the Supply Irrigating Ditch Company would be to dedicate these shares to the District with the understanding that the shares would not be used in the District's potable water system, but rather, would be used to for outdoor irrigation of the Property. Under such use, the Investors, or any successors -in -interest, would continue to take deliver of water to which they are entitled as shareholders during the irrigation season. Such a strategy would avoid the issues discussed above that would be raised in a change of use proceeding because the shares would continue to be used for irrigation purposes. If the Investors' water rights yield more water than necessary to irrigate the Property after it has been developed, the Investors could sell their Highland Ditch Company shares to other shareholders in the Supply Irrigating Ditch Company system. • Weld County Land Investors, Inc. June 9, 2009 Page 18 G. Stock in Ide and Starbird Reservoir Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own 40 shares of capital stock in the Ide and Starbird Reservoir Company. Based on conversations with Ben Armstead, previous Superintendent of the Ide and Starbird Reservoir Company and current Superintendent of the Supply Irrigating Ditch Company, there are 190 or 199 shares in the Ide and Starbird Reservoir Company. The Investors' 40 shares thus entitle the Investors to a 21.05 or 20.1% pro raw share of the water rights held by the Ide and Starbird Reservoir Company. Our research indicates that the Ide and Starbird Reservoir Company owns two reservoirs that are located just south of the Property, which are filled by the Supply Irrigating Ditch. The Ide and Starbird Reservoir Company owns two shares in the Supply Irrigating Ditch Company and the following water storage rights: Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Ide and Starbird Reservoir 1 4/19/1885 3/13/1907 122 af C.A. 4790 12/31/1929 7/23/1951 122 of C.A. 11715 Ide and Starbird Reservoir 2 (a.k.a. Thomas Reservoir) 4/19/1885 3/13/1907 69 af C.A. 4790 12/31/1929 7/23/1951 69 af C.A. 11715 Discussions with Mr. Armstead indicate that if both reservoirs are filled to capacity at the beginning of the irrigation season, one share in the Ide and Starbird Reservoir Company yields slightly less than one acre foot of water. Discussions with Mr. Armstead did not suggest that these reservoirs refill after they have been filled and emptied. The lack of refilling is consistent with the reservoirs' relatively junior water rights on the St. Vrain River during the irrigation season. Therefore, based on the Investors' ownership of forty shares of capital stock in the Ide and Starbird Reservoir Company, in an average year, these water rights would yield an average of 40 acre feet of water for irrigation purposes. Similar to the situation with the Highland Ditch system, another approach to the future use of the Investors' water rights represented by shares in the Supply Irrigating Ditch Company would be to dedicate these shares to the District with the understanding that the shares would not be used in the District's potable water system, but rather, would be used to for outdoor irrigation of the Property. Under such use, the Investors, or any successors -in -interest, would continue to take deliver of water to which they are entitled as shareholders during the irrigation season. Such a strategy would avoid the issues discussed above that would be raised in a change of • • • Weld County Land Investors, Inc. June 9, 2009 Page 19 use proceeding because the shares would continue to be used for irrigation purposes. If the Investors' water rights yield more water than necessary to irrigate the Property after it has been developed, the Investors could sell their Ide and Starbird Reservoir Company shares to other shareholders in the Supply Irrigating Ditch Company system. H. Stock in Ish Reservoir Company The documents that we reviewed, including photocopies of stock certificates, indicate that the Investors own 24 shares of capital stock in the Ish Reservoir Company. Representatives of the Ish Reservoir Company were not willing to disclose the number of outstanding shares to a non - shareholder. Ish Reservoir, also known as the New Ish Reservoir and the Boulder Larimer Reservoir, is located in the Little Thompson River basin, just east of State Highway 287. The inlet ditch for Ish Reservoir is the Boulder Larimer Company Irrigation and Manufacturing Ditch, also known as Ditch 20, which diverts from the Little Thompson River, below the District's Carter Lake water treatment plants. The outlet ditch of Ish Reservoir is which carries water easterly towards the Property. Several decreed water rights are used to fill Ish Reservoir. Other water rights, not owned by the Ish Reservoir Company, are also stored in Ish Reservoir. The following are the decreed rights: Reservoir Appropriation Date Adjudication Date Decreed Amount Case No. Ish Reservoir 6/30/1875 6/29/1916 1241.46 af (at 85.0 cfs) C.A. 4862 5/20/1877 6/29/1916 553.0 af (at 85.0 cfs) C.A. 4862 9/16/1890 6/29/1916 751.59 of (at 85.0 cfs) C.A. 4862 1/4/1904 6/29/1916 4797.73 af (at 400 cfs) C.A. 4862 6/9/1987 12/31/1997 307.0 af (at 400 cfs) I997CW363 (and conditional right for 1693 af more) Our research indicates that the water stored in Ish Reservoir under the above -listed water rights is shared between two entities: the Lower Boulder Irrigation and Manufacturing Ditch Weld County Land Investors, Inc. June 9, 2009 Page 20 Company (colloquially known as the "Old Ish Company") and the Ish Reservoir Company (colloquially known as the "New Ish Company"). The two companies share water stored in Ish Reservoir based on an agreement entered into between the two companies numerous decades ago. Shareholders may request a copy of the agreement. Discussions with a representative of the Ish Reservoir Company indicate that, pursuant to the agreement between the companies, the Ish Reservoir Company ("New Ish") only acquires right to use the water stored in Ish Reservoir after a certain, defined amount of water is stored in the reservoir. However, the Ish Reservoir Company representative was not willing to disclose the agreement to anyone other than a shareholder. Therefore, the Investors water rights represented by shares in the Ish Reservoir Company ("New Ish") appear to be contractually "junior" to the rights of the Lower Boulder Irrigation and Manufacturing Ditch Company ("Old Ish"). A discussion with a shareholder in the Ish Reservoir Company ("New Ish") suggest that, in an average year, one share of the Ish Reservoir Company yields approximately one acre foot of water. However, this shareholder did not appear to have significant irrigation experience. Nevertheless, the shareholder's information was purportedly based on his conversations with Ish Reservoir Company representatives. Our research has not uncovered any cases in which shares in the Ish Reservoir Company have been changed from irrigation to other uses. • L Colorado -Big Thompson Units The documents that we reviewed indicate that the Investors own 625 C -BT Units. As noted above, C -BT Units are contractual allotments that generally yield between 0.6 and 0.7 of per unit per year. The Little Thompson Water District readily accepts C -BT Units for dedication based on the formula set forth in the District's Dedication Guidelines. The following table sets forth four scenarios illustrating the potential allocation of C - BT Units to either standard residential taps (5/8"), conservation residential taps (5/8"), or a combination of the two. Scenario Standard Residential Taps (5/8") (625 C -BT Units / 1.4 units per tap) Conservation Residential Taps (5/8") (625 C -BT Units / 0.7 units per tap) Excess C -BT Units 1 446 standard taps 0 conservation taps 0.43 2 0 standard taps 892 conservation taps 0.86 3 50 standard taps 792 conservation taps 0.86 4 0 standard taps 650 conservation taps 170 Under Scenario 1, the 625 C -BT Units are allocated only to standard residential taps • (5/8"), resulting in 446 standard residential taps, with less than one C -BT Unit remaining. Based • Weld County Land Investors, Inc. June 9, 2009 Page 21 on a proposed development of 650 residential units, this scenario would result in the Investors needing to provide residential taps to the 204 remaining residential units. The additional 204 residential units would require the Investors to either: (1) acquire and dedicate to the District an additional 287 C -BT Units to result in 204 more standard residential taps; or (2) acquire and dedicate to the District an additional 142.8 C -BT Units to result in 204 more conservation taps; or (3) dedicate other water supplies to the District in exchange for water taps, or (4) pay $3,141,600.00 as cash -in - lieu for 204 more standard residential taps (based on $15,400 cash -in -lieu per standard residential tap in Dedication Guidelines). Under Scenario 2, the 625 C -BT Units are allocated only to conservation residential taps (5/8"), resulting in 892 conservation residential taps, with less than one C -BT Unit remaining. Based on a proposed development of 650 residential units, this scenario would result in the Investors have more than sufficient C -BT Units for a potable water supply for the proposed development of the Property. It should be noted, however, that conservation residential taps do not permit outdoor water use and any outdoor use, such as the irrigation of parks, and lawn and landscape irrigation, would need to be provided by other means, potentially including the irrigation water rights discussed in the previous sections of this letter. Under Scenario 3, the 625 C -BT Units are first allocated to 50 standard residential taps (5/8") and the remainder to conservation residential taps (5/8"), resulting in 792 conservation taps, with less than one C -BT Unit remaining. This scenario was devised based on our understanding that the Investors currently plan on a development with 600 half -acre lots and 50 two - acre lots and considering that, on the larger lots, residential taps without outdoor -use restrictions may be desirable. Under Scenario 4, the 625 C -BT Units are allocated to 650 conservation residential taps, leaving 170 C -BT Units unallocated. These remaining 170 C -BT Units could be placed to various other uses, including the acquisition of additional, larger taps from the District, based on the formula set forth in the Dedication Guidelines. As illustrated above, there are sufficient C -BT Units to provide a potable water supply to the contemplated 650 residential units on the Property if conservation taps are utilized under various scenarios. However, there are not sufficient C -BT Units to provide a potable water supply to the contemplated 650 residential units on the Property only standard taps are utilized. Therefore, some combination of conservation residential taps, conservation and standard residential taps, and/or the continued use of the irrigation water rights for outdoor uses is required. Weld County Land Investors, Inc. June 9, 2009 Page 22 We would be happy to discuss these issues with you in more detail. Please contact me if you have any comments or questions. trb/erp • • • • • WELD COUNTY LAND INVESTORS ANNEXATION IMPACT REPORT Date: July 2009 This report is provided pursuant to Section 31-12-108.5, Colorado Revised Statues, as amended, concerning the proposed annexation of certain real property known as the "Weld County Land Investors Annexation" to the Town of Mead, Colorado (the "Property"). The Property comprising said annexation is one annexation plat consisting of 848.75 acres, located in Sections 33 and 28 T4N, R68W, 6th P.M, Weld County, Colorado. The Town accepted the petition for annexation at their meeting on and scheduled the initial hearing of the item for a hearing. This report was prepared within the time frame required by statute. Pursuant to the requirements of CRS §31-12-108.5 the following is provided and further described: §31-12-108.5 (a) (II - Exhibit A provides the present and proposed boundaries of the municipality in the vicinity of the proposed annexation. 631-12-108.5 (a) (III - Exhibit B describes the proposed extension of streets in the vicinity of the proposed annexation as well as the present streets. Street cross sections will conform to the sections laid out in the Town of Mead standards. Proposed streets within the development will look similar to existing streets. Access points will be limited to major points such as half -section quarter -section corners in compliance with the Town of Mead standards and as required by the Traffic Study. 631-12-108.5 (a) (III) Exhibit C describes the existing land use pattern and Exhibit C describes the proposed land use pattern in the areas to be annexed. Pursuant to the requirements of Subparagraphs (b) through (f) of CRS §31-12-108.5, the following items have been addressed: R31-12-108.5 (b) A pre -annexation agreement is not required and has not been prepared. An annexation agreement will be part of the final annexation of the property, but has not yet been prepared. §31-12-108.5 LI Services necessary and appropriate to serve the phased development of the property will be provided as follows: Water The Little Thompson Water District currently has large diameter water transmission facilities (24") located within County Road 38 with sufficient 1 • • • capacity to serve the project. Installation of a PRV (Pressure Reducing Vault) will be required to lower the existing water pressure. Six-inch rural water service mains also exist within County Roads 5 and 7. Replacement of these mains, with larger, twelve -inch, mains is anticipated. Additional off -site system improvements are not anticipated. The Little Thompson Water District will require that the developer enter into a development agreement with the District. Should a non -potable system be utilized in addition to the potable system, the Little Thompson Water District will oversee construction and take over maintenance responsibilities as well. The projected usage of the development is 293 GPM (Average Day), 657 GPM (Maximum Day), and 1,092 GPM (Maximum Hour). Sewer The Town of Mead will service the Property. A portion of the Property lies within the Town's 208 Planning Area. Annexor understands that further amendments to the 208 Planning Area may have to be made in the future to serve the entire property as envisioned. The 1 -acre home sites will utilize a gravity sanitary sewer main system that will tie into future trunk mains as shown on Exhibit D. The sanitary sewer system will tie into the proposed trunk main just south of the property, or to the proposed lift station at the northwest corner of section 34 east of the property. Either option would eventually convey flow past the recently decommissioned Feather Ridge Lift Station and to the Town's new Wastewater Treatment Plant. The 2 -acre home sites will be served by septic systems. The calculated flow values are 0.209 cfs (Average Flow) and 0.628 cfs (Peak Flow). Telephone No impact is anticipated. Existing telephone service is available along the east boundary of the parcel. Telephone service is provided by Qwest. Natural Gas No impact is anticipated. Existing gas service is available along the east boundary of the parcel. Natural Gas is provided by Xcel Energy. Electrical No impact is anticipated. Existing electrical service is available along the east boundary of the parcel. Electrical service is provided by Xcel Energy. Police Service will be provided by the Weld County Sheriff's Office pursuant to a contract with the Town. Fire Protection Service will be provided by the Mountain View Fire Protection District. A petition for inclusion will be filed to bring the Property into the District pursuant to an existing Intergovernmental Agreement with the Town Of Mead. Simultaneously, a petition to exclude the Property from the Berthoud Fire Protection District will be filed. ,$31-12-108.5 (di The financing of any required extension of municipal services into the area will occur pursuant to a subdivision improvement 2 • • • agreement to be entered into at time of final plat. Possible financing tolls may include but shall not be limited to developer funding, existing districts, districts to be formed, property tax revenues or any combination thereof. §31-12-108.5 lei The Weld County Treasurer's office records reflect that the property is subject to the taxing authority of: • School District R2J (for a portion) • School District RE1J (for a portion) • Berthoud Fire • Berthoud Fire (Bond 2014) • High Plains Library • Northern Colorado Water Conservancy District • Big Thompson Conservancy District • Weld County §31-12-108.5 If) There is no detrimental effect of this annexation on the St. Vrain Valley School District RE1J and Thompson School District R2J. Based on preliminary conversations with the School District representatives and calculating school age children per district using district multipliers, it is anticipated the new students will be accommodated within the existing infrastructure. Annexor's and each respective school district will negotiate a mitigation agreement during formal review should the need arise. 3 • • • uea ldeuuop :uonealddy .Sins ueld .ereo wrs•aa 600Z OZ H9WWW Silo S3I1I1VdI01Nf1W 1N30Vf0V 121Od3211O`ddWI NOI1VX3NNV COLL N ce O. n2 Lo- y) z X u, LL O 2 \ 2 LL h Z"po Lo - 4 o O Z 0 d r p Q -o= __I a z 00 o� u �a2Qu Z�O9 z z 0 �OQ� Pi 2a � o2�z L2 Q O J u -I WELD COUNTY EXHIBIT B • FI • • FELSBURG HOLT & ULLEVIG 1. MEMINIM Alternative Future Interchange Location (Beyond 2030, Only One Location) Freeway Major Arterial Minor Arterial Collector - Local Road 2030 Laneage / Buildout Laneage Figure 16 Roadway Plan North Mead Transportation Plan - Phase 1105-058 6/5/06 Page 31 ueb Iaawn3.0Oq DOay .ms..i .ams ueid .ORa umanay 500? OZH.JLVW .aiea NVId 3Sf10NVl 121Od32110VdWi NO11VX3NNV mid Max° • KJ Md y .000{,.{ .eleoH 5002 /L Not :84004a1^etl HOOK OL HO NW .01o0 NVId /Junin 121Od3211OVdWI NOIIVX3NNV 9_ 0CG S • • • ASSESSING THE IMPACT NARRATIVE 1.1 Water — The Little Thompson water district currently has large diameter water transmission facilities (24") located within County Road 38 with sufficient capacity to serve the project. Installation of a PRV (Pressure Reducing Vault) will be required to lower the existing water pressure. Six-inch rural water service mains also exist within County Roads 5 and 7. Replacement of these mains, with larger, twelve -inch, mains is anticipated. Additional off -site system improvements are not anticipated. The Little Thompson Water District will require that the developer enter into a development agreement with the District. Should a non -potable system be utilized in addition to the potable system, the Little Thompson Water District will oversee construction and take over maintenance responsibilities as well. The projected usage of the development is 270 GPM (Average Day), 606 GPM (Maximum Day), and 1,008 GPM (Maximum Hour). 1.2 Sewer — The Town of Mead will service the property. The 1 -acre home sites will utilize a gravity sanitary sewer main system that will tie into future trunk mains shown on the Town of Mead's, Figure 4A. The sanitary sewer system will tie into the proposed trunk main just south of the property, or to the proposed lift station (conceptual -not shown of Figure 4A) at the northwest corner of section 34 east of the property. Either option would eventually convey flow to the new wastewater treatment plant. The 2 -acre home sites will be served by individual septic systems. The calculated flow values are 0.209 cfs (Average Flow) and 0.628 cfs (Peak Flow). 1.3 Natural Gas — No impact is anticipated. Existing gas service is available along the east boundary of the parcel. Natural Gas is provided by Xcel Energy 1.4 Electrical — No impact is anticipated. Existing electrical service is available along the east boundary of the parcel. Electrical service is provided by Xcel Energy 1.5 Telephone — No impact is anticipated. Existing telephone service is available along the east boundary of the parcel. Telephone service is provided by Qwest 1.6 Streets — Street cross sections will conform to the sections laid out in the Town of Mead standards. Proposed streets within the development will look similar to existing streets. Access points will be limited to major points such as half -section quarter -section corners in compliance with the Town of Mead standards and as required by the Traffic Study. 1.7 Drainage — There are no existing floodplains within or immediately adjacent to the property. Existing topography maintains a moderately sloping environment, with slopes ranging from zero to eight percent, generally from the east to the west. Historically, onsite runoff from the site travels overland and in several small drainage channels to the west where it is captured by natural ravines. From there, runoff is conveyed to the Little Thompson River, which is approximately one mile north of the site. The property does not receive any off -site drainage. Currently, no detention or retention ponds exist on -site. An irrigation pond exists in the southwest corner of the property, and currently receives drainage runoff The Ide and Starboard ditch is conveyed through the property, and will be avoided to the greatest • • • extent possible. The development will utilize detention ponds to capture runoff and will release runoff at historical rates. 1.8 Law Enforcement- Service will be provided by the Weld County Sherriff's Office pursuant to an existing contract with the Town. 1.9 Fire Protection- Service will be provided by the Mountain View Fire Protection District. A petition for inclusion will be filed to bring the Property into the District pursuant to an existing Intergovernmental Agreement with the Town Of Mead. Simultaneously, a petition to exclude the Property from the Berthoud Fire Protection District will be filed. 1.10 Parks and Recreation- The Final Plan will detail the location of open space and parks. The number and layout of parks and trail design shall be consistent with Town park standards. 1.11 Environmental Considerations- There are no known endangered species inhabiting the area. There is a portion of the Ide and Starbird Ditch traversing the site. It is in a concrete channel. There is also a small pond bordering the extreme southwest corner of the Property that is a reservoir for the Ide and Starbird Ditch. 1.12 Economic Development Potential- The Property is planned for single family residential uses. The proposed use is consistent with the recently amended Comprehensive Plan for the Town of Mead. Commercial and retail uses do not lend themselves to the site due to the Property's location within the Town's growth area and because of incompatible land uses on adjacent property. • • • Compatibility Analysis Street Master Plan- The proposed development is consistent with the intent of the adopted Street Master Plan of the Town of Mead. The Concept Plan stage depicts corridors along section line arterial roads and accommodating a location for the north -south major arterial through a portion of the site. Detailed plans and cross sections will be provided at the time of final plan and otherwise as required by Town Code. Subdivision Plan- At the time of Final Plan, the owner will produce subdivision plats that are consistent with the Town standards in terms of street design, lot configuration, parks, open space and trail locations. At this time the Applicant does not anticipate any variations from the Town's subdivision procedures. Comprehensive Plan- The property and proposed use as single family residential is consistent with the recently adopted Comprehensive Plan for the Town of Mead. Land Use Code - Code. The applicant does not anticipate any variations from the Towns Land Use Existing and Adjacent Land Uses- Most of the surrounding land area is agricultural in use. Adjacent to the property along the eastern edge is Margil Farms Subdivision, a residential subdivision in the Town of Mead. Proposed land uses are compatible in terms of use, size and layout to Margil Farms. REUTZEL & ASSOCIATES, LLC ATTORNEYS AT LAW • • • 9145 EAST KENYON AVENUE, SUITE 301 DENVER, COLORADO 80237 Telephone (303) 694-1982 Fax (303) 694-3831 www.reutzelandassoc.com JACK E. REUTZEL jack@reutzelandassoc.com March 17, 2009 Dan Dean, Town Manager Town of Mead 441 3rd Street Mead, CO 80542 Land Use/Zoning Real Estate Annexations Community Associations Oil and Gas Local Government Re: Statement of Impact on School Districts- Weld County Land Investors Dear Mr. Dean: In accordance with Section 16-21-120 (d) (7) of the Mead Code, I offer the following analysis regarding the effect of the annexation of the Weld County Land Investors parcel on the two school district serving the area. As you are aware the property lies within two school districts, the St. Vrain Valley School District REIJ and the Thompson School District R2J. The demarcation line runs generally along the east/west half section line in Section 33. Based on the Concept Plan prepared by Gage Davis, the number of single family units within each district is approximately as follows: Units within RE1J- St. Vrain 300 Units within R2J- Thompson 350 Using school age student generation figures made available to me by the respective districts there will be a total of 319 students generated at full build out of the property broken down as follows: RE1J R2J K-5 69 6-8 36 9-12 42 81 42 49 During formal review these numbers will be verified and discussion regarding any mitigation required will be completed. ZONING MAP 0 (,-, w > Z O Z -J >- Z O U O -J w ) ! ) \ ! \ OWNERTEVELOPER: ALL OF SECTION 33 AND A PORTI / \ ) .. 2 ) .. 2 \k{ 'D .O C __i \ D. E k)\/\}\\\.t {\fj 2to-a fI- -O I-- l== a!�_.i�=° !l��=�� r�,§®EQ,§°: 8'5° N la -- 8-8 2 a25=;a!/, tee]\{2, EEzro!,EE)CD k\j/ o Rz'1-O x -z S`'»220c«22 vi §/k{��§.c-8 % § O 5 CO CO COCA 009 o \)Cre | 600Z'9Z Jaqweides ueid ideouoa :uogeopddy 600Z'4L aunt :alga uoisinaii 600Z'03 HOHV N :alga -0100S veld 133HS 213A00 co NVid 1d30NO3 ° w U in CO O N W — O Z X uj woN~ � W Q W~ N N U Q Zw —ONz Zo<'°ro H O UJ Z < J Q Z 0 0 Z•O U M Z`vO� 0zw O uu Q U � zo u_ZU 03Z —.I-4-(jo_ w VICINITY MAP SCALE 1"=2000' Commission Certifi a by the Mead Planning I e 8 G U 6 @ W a 'o m �5 D^ Bg $o � U3 S suss E5 �b 248 bI 22 F. SHEET INDEX z S (0 0 CL �lw HN O 0 H O W emp 60055 l50 —I0 uo,d ldaouoD loo—,OM\1582 lo,dDe\awal\sbu'l Ps Nas pup slvawnaol wogy:ll — 6005 'LL 600Z'9ZiegweIdes ueld ldaouoo :uogeopddy 600Z 191. aunt :amp uomneH ,00g=„i :apes ueld 600Z '0Z HONV W :918O SNOIIION00 ONIISIX3 n CO NV1d 1d30NO3 N \ :P `gg� �e 1 rrms p6 e8 etigs; M, ai l' ` / .w'51CV116 / 1 / SYMBOL LEGEND CONCRETE ASPHALT GRAVEL ROAD DIRT ROAD CORRUGATED METAL PPE WATER PENT 9 WATER MANHOLE ROAD DELINEATOR POST FUEL STORAGE TANK ELECTRICAL OUTLET WINDMILL FLOOD LOTS TV PEDESTAL OIL WELL ®p �- O. ill 41104AY V:O n. SYMBOL LEGEND P Igz 7 s e 7 ' , FIE HYDRANT GAS VALVE GAS AVRTH RA^6FORMA WATER VALVE SCHEDULE LS TTE EXCEPTION DEMMER WIRE FENCE (UNLESS OTNERWTE NOTED) OVERHEAD UTILITY LINE ELEGIAC MARKER _ WATER MARKER WATER WELL WATER SPIGOT EIFCTRIG METTE TOWN HMIS 2 4 g 0 '3 9•IEtr.zd<-I1 Z 8®D&oi ;I \ 9 / / of / I e0 iB SLOPE LEGEND IL 'ON agoa n1Nno0 013M �aa v, gcn oo s 'ON (WOE AINno9 OWNERDEVELOPER: 000 COS — OSZ 0 o .6� Eitth iI Po 6Mp6000c L6o io 0Noo x3 -uold ae3L03 Loo-Iom\zssz oIdog\dwai\s6331as :oao1\5aiuo\__-nas Puo LLuawnoo wog9':II - 6000 '0Z CARROLL & LANGE PROFESSIONAL ENGINEERS & LAND SURVEYORS • PREPARED FOR WELD COUNTY LAND INVESTORS, INC. C/O NORTHERN TRUST COMPANY 50 SOUTH LASALLE STREET CHICAGO, IL 60603 TOWN OF MEAD, COLORADO • ♦ _ PHASE I UTILITY REPORT FORANNEXATION AND ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION INITIALLY SUBMITTED MARCH 20, 2009 REVISED JUNE 2, 2009 JN: 3930 165 South Union Boulevard, Suite 156 Lakewood, CO 80228 Ph: 303-980-0200 Fax: 303-980-0917 -4 • • • I hereby affirm that this Phase I Utility Report for the Weld County Land Investors Inc, Annexation project was prepared by me, or under my direct supervision, for the owners thereof, in accordance with the provisions of the Town o ::..:tandard Design Criteria and Construction Requirements. Brian C. Hart, PE Colorado PE No. 34735 For and on behalf of Carroll & Lange, Inc. This report was prepared by: Michael Ott, El • • • TABLE OF CONTENTS I. LOCATION AND DESCRIPTION OF PROPERTY A. Location 1 B. Description of Property 1 II. OFF -SITE DEVELOPMENT & INFRASTRUCTURE A. Sanitary Sewer 1 B. Potable Water 2 III. ON -SITE DEVELOPMENT & UTILITY DESIGN A. Sanitary Sewer 2 B. Potable Water 4 C. Non -Potable Water 5 IV. CONCLUSION A. Compliance with Standards 5 B. Utility Concept 5 V. REFERENCES 5 APPENDICES APPENDIX A Vicinity Map Town of Mead Sanitary Sewer Map Proposed Concept Plan APPENDIX B Sanitary Sewer Calculations Sanitary Sewer Pipe Capacities APPENDIX C Water Demand Calculations APPENDIX D Utility Map • • • PHASE I UTILITY REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION I. LOCATION AND DESCRIPTION OF PROPERTY A. Location The Weld County Land Investors, Inc. Annexation property, hereon to be referred to as "the site," is located in Section 28 and 33, Township 4 North, Range 68 West of the Sixth Principal Meridian, Town of Mead, County of Weld, and State of Colorado. The project site consists of all of Section 33 and the majority of the west half of section 28. A Vicinity Map is included in Appendix A. B. Description of Property The site encompasses approximately 836 acres of mostly undeveloped farmland with moderate weeds and grasses. The site is bounded by Weld County Road (WCR) 38 on the south, WCR 7 on the east, WCR 5 on the west, and open space on the north. Existing topography maintains a moderately sloping environment, with slopes ranging from zero to eight percent, generally from the east to the west. The site is currently being processed for annexation to the Town of Mead. The majority of the site is to be zoned as large -lot residential, with lots ranging in size from '/2 acre to 2 acres in size. Existing topography will create natural open space, which will make up the rest of the site. A Concept Plan can be seen in Appendix A. This site will be served by the Town of Mead for sanitary sewer and the Little Thompson Water District for potable water. II. OFF -SITE DEVELOPMENT & INFRASTRUCTURE A. Sanitary Sewer The Town of Mead has a map, which is located in Appendix A, entitled Figure 4A — Town of Mead Providing Sewer Service East of 1-25 that shows the existing and future major sanitary sewer infrastructure. That map shows a future trunk main that extends to a point just south of the property to a gulch located in section 3 southeast of the property. From this point, the main travels to the south past the recently decommissioned Feather Ridge lift station to the Town of Mead's new wastewater treatment plant. Although • • • PHASE I UTILITY REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION Page 2 it is only at a concept level location, the Town of Mead also has plans for a lift station located at the northwest corner of section 34, just east of the property. That lift station would convey flow to the ridge at the center of section 34, and allow it to gravity to the south to the aforementioned gulch location in section 3. Either option would allow for gravity conveyance of sanitary sewer main for flow within section 33, given that most of the mains will maintain minimum slopes and may go against natural grades in some areas. Currently, a portion of the property is included in the Town of Mead 208 boundary. The Town of Mead has stated that once the property is annexed, it can be serviced by the Town's sanitary sewer system, even if some of the property is not within the 208 boundary limits. B. Potable Water The Little Thompson Water District (LTWD) currently has a 24 -inch diameter water transmission line located within WCR 38, which is the southern boundary of the property. That water line should have sufficient capacity to serve the site, however a Pressure Reducing Valve (PRV) will be required to lower the existing water pressure. Also, 6 -inch and 8 -inch diameter rural water service mains currently exist in WCR 5 and WCR 7 respectively, and replacement of these mains with 12 -inch diameter mains is anticipated. III. ON -SITE DEVELOPMENT & UTILITY DESIGN A. Sanitary Sewer Historically, the portion of the site that is being analyzed for gravity sanitary sewer slopes from the east to the west, with a small portion that that slopes to the south. This portion of the property is made up entirely of land located within section 33 and will be developed into approximately 600 /-acre to 1 - acre lots. It has been determined that the portion of the property located in section 28 shall be developed into approximately 50, 2 -acre lot sites that will be served by septic systems. This portion of the property slopes from the south to the north with half of the property sloping to the west and half to the east and cannot be served by gravity sanitary sewer main without the help of a lift station. PHASE I UTILITY REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION Page 3 The portion of the property that is to utilize gravity sanitary sewer mains has been split into five sub -basins and have been designated as sub -basins P1 - P5. They were delineated based upon existing topography since proposed grading is not available at this time. The future development will maintain existing grades and ridgelines, where possible. A Utility Map is located in Appendix D, which shows sub -basin delineation. The Utility Map also shows the off -site, future sanitary sewer mains as well as possible alignments for on -site sanitary mains. There is an area of approximately 97 acres on the west side of section 33 that will not be able to be served by gravity sanitary sewer due to a steep drop off. This report calculated the average and peak sanitary sewer flows that will be generated by the development that is to be served by gravity sanitary sewer. Each sub -basin was calculated independently and then routed together for both of the options of conveying the flow off -site. Table 1 below shows the average and peak flows generated by each sub -basin. TABLE 1 Sub -basin Size (Acres) / DU's Average Flow (cfs) Peak Flow (cfs) P1 P2 P3 133.6/125 P4 139.4 / 130 P5 169.1/158 154.2 / 144 0.050 0.015 0.044 0.045 0.055 45.0/42 0.151 0.044 0.131 0.136 0.166 Total 641.3 / 600 0.209 0.628 The calculations utilized sanitary sewer values, as recommended by the Town of Mead sanitary sewer engineer, of 3 people per Dwelling Unit (DU) an average of 75 Gallons per Day (GPD), and a peaking factor of 3. The results show a total peak flow for the site equal to 0.63 cfs, detailed calculations can be seen in Appendix B. The size of on -site and off -site trunk mains depends upon the slope of the pipe; minimum values for 8 -inch and 12 -inch diameter pipe are 0.4 percent and 0.22 percent respectively. Any slope smaller than 0.22 percent would require a 15 -inch diameter or larger pipe. Pipe capacity calculations, which can be seen in Appendix B, • • • PHASE I UTILITY REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION Page 4 were made using the Manning's equation along with the Haestad Methods FlowMaster software. B. Potable Water It is anticipated that the site will utilize a potable and non -potable system for water service and irrigation. The non -potable water system will be fed by the existing on -site water rights and the potable water system will be fed by the LTWD for all of the'/2-acre, 1 -acre and 2 -acre home sites. The LTWD was consulted in order to do a preliminary calculation for potable water demand. The District recommended that the following values be used: 0.45 gallons per minute (GPM) per tap for Average Day, 1.01 GPM per tap for Maximum Day, and 1.68 GPM per tap for Maximum Hour. For simplicity, water demands were calculated using the same proposed sub - basins and dwelling units used to determine the gravity sanitary sewer flow, as seen in Table 1. Table 2 below shows a summary of all demand calculation results for the site, while detailed calculations can be seen in Appendix C. TABLE 2 Sub -Basin P1 P2 P3 P4 P5 P6 Average Day (GPM) 64.92 18.95 42.52 70.73 56.25 126.25 209.99 58.69 131.73 219.11 71.19 159.79 265.79 22.50 50.50 84.00 Maximum Day (GPM) 145.71 Maximum Hour (GPM) 242.37 Total 293 657 1092 It is anticipated that the 24 -inch transmission line that exists within WCR 38 will service the site, providing the required daily demand as well as the fire flow requirements. The fire flow requirements include a Residual Minimum Pressure of 20 psi and a Maximum Hourly Demand of 1,200 GPM for a single-family residential development In addition, the water distribution system will be looped wherever possible and will be designed in compliance with the LTWD Standards. • • PHASE I UTILITY REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS, INC. ANNEXATION Page 5 C. Non -Potable Water The non -potable water system will use existing water rights and will be provided in attempt to conserve potable water. The LTWD will oversee construction and will take over maintenance of this system once constructed. The District has recommended that the Bayshore project, just east of Interstate 25 and north of State Highway 119, be used as a model for this system IV. CONCLUSION A. Compliance with Standards This report was prepared in accordance with the Town of Mead's sanitary sewer design recommendations and the Little Thompson Water District Design Standards. B. Utility Concept Utilities for the site will be designed in conjunction with surrounding properties and Town of Mead future development. V. REFERENCES 1. Recommended Design Values, Town of Mead, Colorado, February 2009. 2. Recommended Design Values, Little Thompson Water District, February 2009. • APPENDIX A Vicinity Map Town of Mead Sanitary Sewer Map Proposed Concept Plan • • I�� • ViCi riPIT r� ht-Lq' Coin I i 1n' I i �� Mfr't `S[a w 5070.- \ Q-4-1-‘3(5 8 7- Eas 42 5062 5/50 / 7/ � ,- _%i ST ��/;- 0 5089 ,/./._/ '.2 G 1" = 2000' R4 .ti Carroll & Lange f I 5.Ca4.9w5„ .,-9555 enwa ,MA5E579. '•d•MOW.IIww'+ fs ,._� y=� lfDlY"Y°C °""" LOCOS a sa niaS61.ft pe,eiodrrou, AVM 52111A 11.1 9,I1-inSNO IIIENr1r1 lWW viiii 800Z HOEIVW IAINO V3NV HIHONI 9Z -I AO 1SV3 331A23S ii3M3S `JNI41AOad aV3W JO NMOl - VP3!I(1JId W J 00 O 00 >- 00 C o �49 Z Y 7 CC Z Z m eo 7 Z co DeS H 5 7 Z O H p cc u, s/- O C > ¢ Q f- �. L.,_Lu CO 0 0 I— co ,_ M 7 J Lu co co O 0 Li- u_ an W Z Z n 0 e K al a a w w W • W =0 I- O O O O co —i Q 0 w w La \ ( S '� VU r�.0 yV. J �0 9 A ((�' �Jr j1 Vas yy� r 1 �h�i y i.. ab� �r D ja �,rv(-. .�.. ��i , A. �V L 1r 90 i� r .tee j iii I T $ l 1 ( r/ �F iF /t 'r �/ (f A _ \T \ % r�`� lei �Gv \ r 4� r'4 j b ,, k1 ✓ -1- ll�l cA • 'i ...--� 3 \ � � .ssWv ..�cwq =''C �v 4 11 if 1 r',zr�;n� ice.,, } T^ �V�b alt d' .y � 7 � I �2�(cc— c�N �� \\ 3 � III i iJi�, e;. � �j'��1 r� N " / , J\ 1 ...... r \ \ ,�� • --.0.- ��\ 1 1 f L \\\ i ! ' l r ,r ri (( G,—j'i c k, ♦ �� / v % .1 ifs LL f7 /--II. ‘\ Q i '� r f I =-_� 11 I, I a .>oml l� ,it a y , ' I 1 ,1.\I/_♦ / I,I IV v � :� �� v � 4 V A A e�y 7 / (,gy s �/ J/ ♦ L ms ICJ •p. I � -...� r J C \ Y � �,/ .� r d i .�,y, r� n, 3� • i / ( '7 -�, / -xv� �J Wiz,- �. s :r fPs1\,z q q O 1 IL 9 Ir ( \ i� r / r 3.81�ti-_4 �.'. h� (;f// +, e0 �� I K.'\� A v - S -_-, , a'(��. far 3 i / 1 J ' wism 3/ '. `_.9 '[Y j. --�plll ui ( '`\, i \ '��` LLI- — r eS 1 '�• / CA _ _ I' it `I , e �� I vp 1 Vv"( )1 I'� \/ \��L�'� 1ia�,.�� L — ) � 1 t`. A A / ---��42 A ppp 7c (/� `` i�� .w'11- l / _ter l r .. ,� Y — A �l I \\� -.{ �-\ a , aa. �`• `_, Q �Fr I Q p.� ��/j //�/1/; �r /I / r / \/i ` ... I r / I rHt�'�i - _lam-/ i �d 9e is �.."ryLu �1 ..,„,4 'i.. 'rf� rva I J 1 vv 1 1 .ry / / I / r � n/ C is LL ueld ioeOuo0 :uopeopadV ,004=.I. :01939 ueld :e;ea uoleneel 6003'9 ANV0893d :0100 / ud 0 62 do / O 0 50' EVISIING ROW cIVW NV -Id Id30NO0 M Nbi1d id3ONOO N M / L OVOA A1NIJOD, a 01 O 'i 'O U U rc0 dtt oz / do I 3< am / DEVELOPMENT STANDARDS o 0( z 0 . uOF3 Oo n / I L_TOTAL U 3 m 1 38.1 AC Mk Use 5.5 AC Open Space I < $ 138.4 AC Open Space n ( i ffi A $ N S E r3 T n b o m m � U n E v` k < N $E - Qp m ,Qi o n bnetN'n p U m fi 3 u u 'g pp .3 17. QQ� S b n g A m n a n n n 1 x 'TOTAL SPGLEFAALY DETACH]) LM& g<$IY3 552 g S g FONT SEIBACK(5$ &GE SETBACK (m) g6 ggwl lOol( 1. 1\ Z (V U Z Q I< Z LU ' a / I in (D600 0,0U Z Q U Z 1. Q Z <vai< Z/a ti Z W Z W N 0- Qw^ /a Qwvi O O OVO8 A1Nn 05' U o 3< 0 8 0 F z 6 ENGINEER & SURVEYOR'. OWNER/DEVELOPER: U O 0-- < f0 5 - 0001 009 — 031 0 z CA 0o dLU 3< U 0 • 6.0 6002002O ,^ ^b lma0007 loo-UM\c6u!no,0\0%J\o Le <,unop m+m\1390A\.N ad6l z - 6002 '60 0.3 • APPENDIX B Sanitary Sewer Calculations Sanitary Sewer Pipe Capacities • • Mead 820 Sanitary Calculations Peak Flow (cfs' In r 0 V' or 0 - 0 CO r 0 COO r 0 co N O 0 Peak Flow per Day (cal) 97,382 r V 84,372 in O W r r. 405,000 N CO O O Peaking Factor CO CO C) CO M Average Flow (cfs) O LO 0.044 0.045 In O) In r in O O O 0 N O O O O Average Flow per Da al r 9,473 V LO 35,597 135,000 CO V N r V CO N CO O) CO N N Average Gallons per Person per Day N N in LO In I total 641.3 I 600 I - N N- N- N- N- People per DU CO CO CO Ch CO O) 42 125 130 158 C N - V . NE V 3=r 0 Size (acres) N 45 133.6 139.4 7 O) O CO C N p , n w r a NCO a a V In a a • • Worksheet for 8" PVC Sanitary Line Friction Method Solve For Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type nput Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Upstream Velocity Manning Formula Discharge SubCritical 0.013 0.00400 fUft 0.53 ft 0.67 ft 0.75 ft'/s 0.30 ft2 1.47 ft 0.54 ft 0.41 ft 79.1 % 0.00790 ft/ft 2.50 ft/s 0.10 ft 0.63 ft 0.60 0.83 ft'/s 0.77 ft'/s 0.00374 ft/ft 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 % 79.10 % Infinity fUs Infinity fUs Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 2/16/2009 9:34:55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • • • Worksheet for 8" PVC Sanitary Line lTt Normal Depth Critical Depth Channel Slope Critical Slope 0.53 ft 0.41 ft 0.00400 ft/ft 0.00790 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 2/16/2009 9:34:55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • • Worksheet for 12" PVC Sanitary Line Friction Method Solve For aP.-trtlData „ Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Upstream Velocity Manning Formula Discharge SubCritical 0.013 0.00220 fUft 0.80 ft 1.00 ft 1.63 ft3/s 0.67 ft' 2.21 ft 0.80 ft 0.54 ft 80.0 % 0.00639 ft/ft 2.42 ft/s 0.09 ft 0.89 ft 0.47 1.80 ft'/s 1.67 ft'/s 0.00210 ft/ft 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 % 80.00 % Infinity ft/s Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00) 2/16/2009 9:35:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • • Normal Depth Critical Depth Channel Slope Critical Slope Worksheet for 12" PVC Sanitary Line 0.80 ft 0.54 ft 0.00220 ft/ft 0.00639 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster ]08.01.071.00] 2/16/2009 9:35:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • • • Friction Method Solve For n Roughness Coefficient Channel Slope Normal Depth Diameter Rena Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF! Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Upstream Velocity Worksheet for 15" PVC Sanitary Line Manning Formula Discharge SubCritical 0.013 0.00170 ft/ft 1.00 ft 1.25 ft 2.60 ft3/s 1.05 ft3 2.77 ft 1.00 ft 0.65 ft 80.0 % 0.00580 ft/ft 2.47 ft/s 0.10 ft 1.10 ft 0.43 2.86 ft3/s 2.66 ft3/s 0.00162 ft/ft 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 % 80.00 /o Infinity ft/s Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 2/16/2009 9:35:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 15" PVC Sanitary Line • • Normal Depth Critical Depth Channel Slope Critical Slope 1.00 ft 0.65 ft 0.00170 fUft 0.00580 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 2/16/2009 9:35:13 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • • APPENDIX C Water Demand Calculations • • • Mead 820 Water Demand Calculations Maximum Hour (GPM) 243.60 cc'uu p r . O N V r N 265.44 O O V N O O r Maximum Day (GPM) LU V cp I 42.42 LO N co O CO r CO l0 O) 50.50 657 V NCO )O rO) Average Day (GPM) 65.25 N LO r r 22.50 CO rO co LO LI, N- N C) 125 650 C r 3Et = )O r V MO CO LO Lo O Size (acres) N CD 7 r CO CO toco 't c) cc ) co co 0 O) co r r r r r co C Co n r N M 7 10 CO r D CO O_ d d co co co 222 aad O O O o r CO v O CO or , - u II II >m o o 2 E m 45 4 E Q N N • APPENDIX D Utility Map • 1151 1511511• —�10 A romvrl ml ❑ �'° sa"M❑ --nn MALI ❑ �i< am AMlMl 0 lox avow lama =ammo .ems w =en Alien.. morn M tworax miawaua-n nM a �aaana s}uawnoo4 pioaaaw mmoe w MW :(9 OaMae4'J OIY'J :S9 Caufileap WOO 'ODNV1-1109UV0'MMM 6E95-866 (026) :xvd SE95-Z6Z (026) 3N&Hd / 2Ca09 o0eioloa'puelanol OSZ aims aV ulaaui l" E 506E 5 6aNnS \ dVw ununII F s is lots 03/30/09 Lab No. 3930 le No. 3930 —NR I NOLLVlf 881 ONINOtl81/NOISN38 831SVN 335 653 R9 yo0 euolelney ary xm Id eo-[o-QO urannm MOna g ouel g vaaulBu3 leuolssalmd A ebuei 19 Home° \� 'X3NNV '0 NI S21O1S3ANI = ONV1 AINn00 013M e _ , DESIGN POINT SANITARY FLOWS G E E G 5 6 ad a ea `a o SEEM e n a in FIRE FLOW DEMANDS LA z J` 'oui 1a6ue-j11022e3'S8 ,egq'Wd 8S:96:£ 60oZ/Z/9' 6Mp'60-Z0-90 deW A!I!1(1-0£6£\sdeW\/(JeuIwpaJd\sal,. ,\36u3\0666Fd • • SARE D ASSOCIATES, INC. c.onoe.kie.givsA.;Conakoan PRELIMINARY GEOTECHNICAL AND GEOLOGIC STUDY Weld County Land Investors Inc. Annexation Weld County, Colorado Report Prepared for: Mr. Galtarossa Weld County Land Investors, Inc. c/o Northern Trust Company 50 South LaSalle Street Chicago, Illinois 60603 Prepared by: Clifford G. Plato, E.I. Staff Engineer June 4, 2009 Project No. D09.030.A Darin R. Duran, P.E. Principal, Geotechnical Engineering Manager 7108 South Alton Way, Building B • Centennial, Colorado 80112-2109 • www.jacesare.com Phone (303) 220-0300 • Fax (303) 220-0442 • • • TABLE OF CONTENTS Page PURPOSE 1 PROPOSED CONSTRUCTION 1 SITE CONDITIONS 1 GEOLOGIC SETTING 3 POTENTIAL GEOLOGIC HAZARDS 3 EXPANSIVE SOILS/BEDROCK 4 HYDROCOMPACTION 4 FIELD EXPLORATION 4 LABORATORY TESTING 4 WATER SOLUBLE SULFATES 5 SUBSURFACE CONDITIONS 5 GEOTECHNICAL CONSIDERATIONS 6 SUBEXCAVATION 6 EXCAVATIONS 6 FILL PLACEMENT 7 FOUNDATIONS 7 FLOOR SLABS 6 UNDERGROUND UTILITIES 8 PAVEMENTS 9 PAVEMENT RECOMMENDATIONS 10 GENERAL DESIGN CRITERIA 10 DRAINAGE 11 SURFACE DRAINAGE 11 SUBSURFACE DRAINAGE 12 SEISMIC SITE CLASSIFICATION 13 LIMITATIONS t3 TABLES BORING LOCATIONS AND GROUNDWATER DATA TABLE 1 SUMMARY OF LABORATORY RESULTS TABLE 2 FIGURES VICINITY MAP FIGURE 1 SITE MAP AND BORING LOCATION FIGURE 2 GEOLOGIC MAP FIGURE 3 DEPTH TO GROUNDWATER DURING DRILLING FIGURE 4 • • DEPTH TO GROUNDWATER GREATER THAN NINE DAYS AFTER DRILLING FIGURE 5 DEPTH TO BEDROCK FIGURE 6 APPENDICES LOGS OF BORINGS APPENDIX A LABORATORY TEST RESULTS APPENDIX B SITE PHOTOS APPENDIX C JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES PURPOSE This report presents the results of a geologic hazards and preliminary geotechnical study for the proposed Weld County Land Investors, Inc. Annexation by Joseph A. Cesare and Associates, Inc./Construction Technical Services, Inc. (JAC/CTS). The subject site is located in Weld County, Colorado north of the Town of Mead and consists of 820 acres that the client intends to annex into the Town of Mead and develop. The study was made to assist in determining preliminary design criteria for planning, site development, foundation systems, floor slabs, pavement sections, drainage, and to present other pertinent geotechnical issues. This report is preliminary and is intended for planning and zoning applications and not for final design. Factual data gathered during our work is summarized in Tables 1 through Table 3, Figures 1 through Figure 6, and Appendix A through C, attached. Our opinions and recommendations presented in this report are based on data generated during a literature review, site reconnaissance, subsurface exploration, laboratory testing program, and our experience with similar -type projects. PROPOSED CONSTRUCTION We understand that the project will consist of individual large lot residential single-family structures and attached residential single-family structures. We anticipate development of the site for residential construction will include overlot grading operations, public utility improvements, and roadway construction. It is assumed that the residential structures will be one- or two -stories high, with optional basements, and consist of frame construction supported by reinforced concrete foundations. We assume local water and sanitation districts will provide on -site water supply and off -site waste water treatment. SITE CONDITIONS The site is located north of Mead, Colorado near the intersection of Weld County Road 7 and Weld County Road 38 in Weld County. The site is located within Sections 33 and 28, Township 4 North, Range 68 West. The site occupies approximately 820 acres, which has been used primarily for farmland and cattle ranching. The site is generally bordered on the north by undeveloped land, on the east by Weld County Road 7, on the south by Weld County Road 38 and on the west by Weld County Road 5. Beyond the eastern border is a large lot residential development. Beyond the southem border is farming land. Beyond the western Project No. 009.030 — 06/04/09 9030tx.A JOSEPH A CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES border are large residential plots with country style residences. A re-entrant section of the property line, where property line segments are directed inward in the northwest, represents the property boundary with a dairy farm. At the time of our study, a majority of the site was plowed, however smaller portions in the west were used for pastureland and some of the northern area was undeveloped. Evidence of buried irrigation lines were observed along the eastern boundary and surface irrigation troughs in the western portion of the site. A high pressure pivot sprinkler exists in the eastem half of Section 33. A prairie dog community was observed in the northern portion of the site where land is basically undeveloped. Four structures consisting of two residences and two barns are located near the south central portion of Section 33, which can be accessed from Weld County Road 38. The eastern and central portions of the site consist of a wide broad hill, while the very west edge and the northern reach consist of drainage slopes that shed water to the north and northwest into the Little Thompson River drainage. An irrigation canal identified as the !de and Starboard Ditch meanders through the site tending roughly north south near the western edge of the site. The canal was dry at the time of our investigation. The topography of the site varies, with a high point about 0.25 miles north of the intersection of Weld County Roads 7 and 38 and a low point at the north central most part of the site. We estimate an elevation difference of about 215 feet across the site. An incised drainage exists in the northeast portion of the site where steeper slopes occur. The incised drainage was dry at the time of our study. Surface water was observed in a livestock pond located about 0.3 miles north of the half section line at the border of Section 33. The stock pond appears to be filled on a seasonal basis. Also, water was observed in the southwest corner of the site where a creek appears to drain from the Thomas Reservoir which appears to flow year round. Vegetation consists of native grasses, weeds and small shrubs in the pastureland areas. Occasional large trees are located along the !de and Starboard Ditch in the western part of the site. Soil, consisting of colluviums and eolium deposits, mantles the bedrock on the site. Bedrock outcrops were not observed, however, sloughing of surface soils occur along the incised drainage in the northeast. Excavated areas around the stock pond appeared to expose some weathered claystone near the existing water level. See Appendix C for select site photos. Project No. D09.030 - 06/04/09 2 9030bc.A JOSEPH A. CESARE AND ASSOCIATES, INCJCONSTRUCTION TECHNICAL SERVICES GEOLOGIC SETTING The geology of the site was researched and confirmed based on observations of the surficial conditions and subsurface profiles we encountered when performing field work. The site is located in the upper portion of the Denver Basin as described by the Colorado Geologic Survey. The Denver Basin is a broad synclinal structure roughly centered on the Denver Metropolitan Area. The Denver Basin is located east of the Front Range Corridor defined by the uplift of the Rocky Mountain Range, which lies approximately 12 to 15 miles west of the proposed Weld County Land Investors, Inc. Annexation. Soil mantles most of the bedrock surface at the site. According to geologic mapping compiled by Colton', has been mapped as Eolium of the Upper Holocene to Bull Lake Glaciations' ages and Colluvium deposits of the Upper Holocene to Pleistocene ages. Eolium is defined as windblown clay, silt, sand, and granules deposited as a blanket of loess. The loess is light brown to reddish -brown to olive -gray in color and can be from 3 to 15 feet thick, but typically is less than 3 feet in thickness. Colluvium is defined as sandy silt and clay with pebbles or boulders deposited on slopes by gravity and sheet wash. The colluvium reflects the parent material and can be between 5 and 25 feet thick, but typically is less than 5 feet in thickness. The depths and consistency of the mantle observed in our exploration appear to correlate with the deposits being between 4 to 35 feet of sandy clays, silty sand or sandy silt. The underlain bedrock consists of the undifferentiated portion of the Pierre Shale Formation, which are described as two units called the upper transition and upper shale members of the Upper Cretaceous age. The upper transition member about 2000 -foot thick is dominantly soft shaly sandstone containing thin bedded sandy shale, friable sandstone and calcareous sandstone concretions. The upper shale member consists of gray silty shale with concretions. POTENTIAL GEOLOGIC HAZARDS Potential geologic hazards within and adjacent to the site consist of expansive soils/bedrock, hydrocompaction and settlement. Historically coal mining has been conducted in the past within the vicinity. After a review of maps included within the Coal Mine Subsidence and Land Use in the Boulder -Weld Coalfield, Boulder and Weld Counties, Colorado, Colorado Colton, Roger, Geologic Map of the Boulder -Fort Collins -Greeley Area, Colorado, 1978, United States Geological Survey. Project No. O09.030 - 06/04/09 3 9030bcA JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES Geological Survey, by Amuedo and Ivey, 1975, the site lies outside of documented subsidence limits. Hazards from other geologic features appear to be low. EXPANSIVE SOILS/BEDROCK The Swelling Soil and Rock Map by Hart2 indicate the soils on site are likely to have low to moderate swell potential. The site sits on windblown sand or silt that has low swell potential, however the upper 6 to 12 inches at the surface may locally have a moderate swell potential. The underlain claystone bedrock has low to moderate swell potential and occurs less than 10 feet in depth in many areas on the site. HYDROCOMPACTION According to the site geology above, a greater portion of the site lies in the windblown sand or silt deposits, which may have a hydro -collapse potential according to Hart2. These materials may be subject to settlement due to saturation. The thickness of the susceptible windblown material is variable. Soils with stiff or dense consistency likely will not present a problem. Areas with soft to medium stiff consistency were encountered and could present a risk of hydrocompaction. FIELD EXPLORATION Subsurface conditions were investigated by drilling 41 borings at the locations indicated in Figure 1. The test holes were advanced using a 4 -inch diameter, continuous -flight auger powered by a CME 550 drilling rig. At frequent intervals, samples of the subsoils were taken using a California sampler, which is driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The California sampler is a 2.5 -inch outside diameter by 2 -inch inside diameter device. The procedure to drive the California sampler into the soil and to record the number of blows required to drive the sampler into the soils is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches gives an indication of the consistency or relative density of the soils encountered. Results of the penetration tests and locations of sampling are presented on the Logs of Borings, Figure 2. LABORATORY TESTING Samples were returned to the laboratory where they were visually classified and appropriate testing assigned to specific samples to evaluate pertinent engineering properties. 2Hart, Stephen S., Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, 1974. Project No. D09.030 - 06/04/09 4 90301 c.A JOSEPH A. CESARE AND ASSOCIATES, INCJCONSTRUCTION TECHNICAL SERVICES The laboratory tests included 32 swell -consolidation tests to evaluate the effect of wetting and loading on the soils. The results of the swell -consolidation tests are presented in Figures B1 through B34. Nine gradation analysis tests and ten Atterberg limits tests were conducted to evaluate grain -size distribution and plasticity of selected samples. These results are presented in Figures B35 through B47. Three standard Proctor tests were conducted to evaluate the maximum dry density and optimum moisture contents of the soils. These results are presented in Figures B47 through B50. In addition, eight soluble sulfates tests were conducted. These results are presented in Table 2, Summary of Laboratory Test Results. WATER SOLUBLE SULFATES Testing conducted on a sample collected from borings B-2 at 4 feet, B-7 at 9 feet, B-30 at 14 feet and B-41 at 9 feet, indicated 0.01, 0.12, 0.29 and 0.03 percent water-soluble sulfates, respectively. The Portland Cement Association (PCA) considers 0.01 and 0.03 percent a negligible percentage of water-soluble sulfates and PCA considers 0.12 and 0.29 percent a moderate to severe percentage of water-soluble sulfates according to the Design and Control of Concrete Mixtures. Therefore a Type II (C3A less than 8 percent) or Type II Modified cement is recommended for all foundation concrete, which will be in contact with or within 6 inches of the natural soils. We recommend the Concrete Manual ACI-301 Section 3.4.3. be used for design purposes regarding the water cement ratio and the water -reducing admixture of proposed concrete mixes. If lime stabilization is considered for roadway sections, double application may be necessary to investigate the effects of ettringite formation. SUBSURFACE CONDITIONS Our borings indicate the subsoils, in general, consist of clays, sand, siltstone and claystone. The clay is described as with trace sand to very sandy, silty, loose to very stiff, low to high plasticity, dry to wet, slightly to medium porous in places, and mottled with calcite, salts, mineralization, and rootlets in places, light to dark brown, orange, tan, yellow brown, olive brown. The sand is described as silty, to sandy silt, very dense, none to low plasticity, slightly moist, and brown. The claystone is described as with trace sand to sandy to siltstone with sand to sandy, firm to very hard, low to high plasticity, dry to moist, poorly graded, light to dark brown, olive brown, orange, gray to dark gray, tan, rust brown, dark olive gray, and mottled with oxidation stains and calcareous crystallizations in places. The siltstone is described as with trace sand to sandy to sandstone, silty with trace clay to clayey, very hard, low plasticity, slightly moist to wet, poorly to moderately cemented, poorly sorted, fine to medium grained, tan to Project No. O09.030 - 06/04/09 5 9030bLA JOSEPH A. CESARE AND ASSOCIATES, INCJCONSTRUCTION TECHNICAL SERVICES brown with oxidation and calcareous crystallization in places. Siltstone and claystone bedrock was encountered at depths of varying between 3 feet and to more than 35 feet. At the time of drilling groundwater was measured at depths shown in Table 1. Nine to fourteen days after drilling groundwater was encountered at depths shown in Table 1. A more complete description of the subsoil and groundwater is shown in Figure 2. These observations represent conditions at the time of field exploration and may not be indicative of other times or other locations. Groundwater can be expected to fluctuate with various seasonal and weather conditions. GEOTECHNICAL CONSIDERATIONS SUBEXCAVATION The claystone bedrock on site possesses low to moderate swell potential. Subexcavation, moisture conditioning and recompaction of the excavated materials will lower the permeability, reduce paths for water infiltration, lower the potential swell of the clayey materials, reduce the risk of differential movement, and provide more uniform support conditions. Subexcavation on the order of 16 feet below proposed foundation elevations should be anticipated. Houses with walk out basements may require deeper subexcavation. Subexcavation should extend a minimum of 5 feet beyond any building footprint. Pavement and utility line performance will be improved by extending the subexcavation beneath streets. As grading plans are developed, additional evaluation consisting of borings, test pits or trenches will be required to further define the depth of bedrock in some areas relative to critical construction elements. EXCAVATIONS Conventional earthmoving equipment should be adequate to remove soils and most existing bedrock. However, difficulty may be encountered during excavation of the hard to very hard bedrock on site. Areas of hard sandstone may require light blasting. Blocks of hard bedrock material greater than 8 inches in diameter should not be included in any compacted fill section beneath roadways or structures. Site development will change both existing slopes and groundwater conditions and can create conditions causing unstable slopes, especially along bedding planes. Permanent cut and Project No. D09.030 - 06/04/09 6 9030tx.A JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES • • • fill slopes should not exceed 15 feet in height and be no steeper than 3 horizontal to 1 vertical (3H:1V). Steeper and higher slopes should be evaluated on a case -by -case basis. We anticipate temporary slopes in subexcavation areas may be 1H:1V in bedrock and 1.5H:1V in soil materials. All excavations should be properly sloped and/or braced and local and federal safety codes should be observed. Slopes and other stripped areas should be protected against erosion. Groundwater is not expected during grading most of the site, however, we encountered shallow groundwater levels in the low lying areas of the site. Also, our experience indicates that perched water can occur, especially in sandstone overlying claystone lenses and in the soils overlying bedrock. Seepage observed in cuts during grading should be evaluated on a case by case basis. FILL PLACEMENT The on -site inorganic materials are suitable as fill. The bedrock and soil materials should be placed in 8 -inch maximum, loose lifts and compacted to at least 95 percent of standard Proctor density (ASTM D698) at moisture contents of 0 to 3 percent over optimum for clays and -2 to +2 percent of optimum for silts and sands. The fill material should be thoroughly mixed to achieve the highest practical level of moisture conditioning during fill placement. Utilization of a construction disc is typically the most effective means of achieving thorough mixing and moisture conditioning of the fill material. Difficulty placing, mixing, and compacting the material may be experienced due to the high moisture requirements for the fill. Replaced and recompacted clayey materials should be tested for swell potential during its placement. The placement and compaction of subexcavation fill should be observed and tested on a full-time basis to include swell potential. Off -site material considered for structural fill should also be tested and approved by a geotechnical engineer prior to hauling to the site. FOUNDATIONS Either shallow foundations, such as conventional spread footings or footing pads, or straight -shaft piers drilled into bedrock will be adequate foundation systems for structures on site. Shallow foundations may be used in areas of the site where there is an adequate thickness of compacted fill and/or native overburden soils with swell potential below 2 percent. Piers should be considered on sites exhibiting swell potential greater than 2 percent. Project No. O09.030 - 06/04/09 7 90301x.A JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES Footings founded below frost depth on subsoil should anticipate maximum allowable soil bearing pressures of 1,000 to 2,000 pounds per square feet (psf) and footings founded on compacted fill should anticipate maximum allowable soil pressure of 3,000 psf. A minimum dead load pressure may be required in areas of potentially swelling materials. Structures founded on piers should anticipate maximum allowable end -bearing pressures ranging from 25,000 to 35,000 psf and maximum side shear values of 2,500 to 3,500 psf for that portion of the pier in competent bedrock. Pier lengths will depend on site specific measured swell pressures; however, our experience indicates that lengths ranging from 25 to 40 feet are typical in this area. We recommend foundation investigations at each individual building site after final grading and the final location of the building sites have been identified. FLOOR SLABS Suitable floor systems for the buildings on site include structural floors or slabs -on - grade. Structural floors are recommended for all structures with expansive materials greater than 2 percent when tested at a load of 1,000 psf within 15 feet of floor slab elevation. We estimate that a potential heave of about 2 to 6 inches is possible for basement slabs if expansive claystone bedrock is within 6 feet of floor slab elevation. Slab -on -grade floors will be adequate if founded on a minimum of 15 feet of controlled structural fill providing that the fill has a swell potential of less than 2 percent when tested at a load of 1,000 psf. Slab -on -grade floors may be placed on in -place undisturbed low to non -expansive sandy clays, sandy silts, silty sands or sandstone bedrock providing that expansive clays and claystone bedrock do not exist within 15 feet of the floor elevation. The risk of slab movement is reduced when controlled structural fill supports the slab on grade, however it most likely will not be eliminated. We recommend floor slab recommendations be analyzed at individual building sites after final grading and the location of the building sites have been determined. UNDERGROUND UTILITIES The corrosion potential of the subsoils around underground pipelines should be investigated prior to the selection of pipe types. The corrosion potential of the subsoils can be evaluated by conducting field resistivity tests, determination of the sulfate, chloride Project No. D09.030 - 06/04/09 90301x.A 8 JOSEPH A. CESARE AND ASSOCIATES, INCJCONSTRUCTION TECHNICAL SERVICES concentrations and pH value within the right of way or easement subsoils. A qualified corrosion engineer should then be consulted to evaluate the corrosion potential. Utilities are usually constructed beneath the roadways. Compaction of the trench backfill can have a significant effect on the life and serviceability of the pavement. We recommend trench backfill be placed in accordance with local specifications. The placement and compaction of fill should be observed and tested by a geotechnical engineering firm. PAVEMENTS The near surface subsoils encountered during our site exploration ranged from sandy clay, silty sand, sandy silt, and claystone. The location of streets for the development is not known at this time. We recommend that expansive bedrock be subexcavated to a depth of at least 3 feet below the bottom of the proposed pavement section. Based on our site exploration, expansive soils other than bedrock were encountered within 5 feet of the existing grade. Also, due to the nature of the historic and current use of the site for farming applications, we recommend a minimum of 3 feet subgrade overexcavation, moisture conditioning and recompaction of the soft disturbed surficial soils. The overexcavated areas can be compacted in accordance with the recommendations contained in the section FILL PLACEMENT. When the initial pavement subgrade study is performed, the soils should be tested for water soluble sulfates. Overexcavation and replacement of a portion of the anticipated clayey pavement subgrade with import materials possessing higher strengths and lower sulfate content may be an economical option compared to soil stabilization if elevated sulfate contents are encountered. Suitable import or borrow sources will require evaluation by a geotechnical engineer prior to approval on the site. Table 3 shows the estimated pavement sections to be used for preliminary planning purposes. Composite sections of aggregate base course and asphalt are not recommended for placement on high plasticity soils because of the potential of transmitting water beneath the pavement and the subsequent swelling of the subgrade. Project No. D09.030 - 06/04/09 9 9030tx.A JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES PAVEMENT RECOMMENDATIONS GENERAL DESIGN CRITERIA The pavement recommendations contained in this report are based upon the following design parameters: • Colorado Department of Transportation, 2009 Pavement Design Manual • A Design Serviceability Loss of a) 2.0 for Residential, b) 2.5 for Collector, and c) 2.5 for Arterial • An assumed R -value of 5 • Reliability of a) 80% for Residential, b) 85% for Collectors, and c) 90% for Arterials • An EDLA of a) 15 for Residential, b) 30 for Collector, and c) 125 for Arterials • Strength coefficients for a) Hot Mix Asphalt (HMA) of 0.44 b) Aggregate Base Course (ABC) of 0.10 c) Lime Stabilized Subgrade of 0.14 • Modulus of subgrade reaction of 100 psi/in. • 20 -year service life of pavement • Modulus of Elasticity of concrete of 3.4 x 108 psi • Mean Modulus of Rupture of concrete of 650 psi. Deviation from the above parameters will require a revision to the recommended pavement section thicknesses. If the subgrade becomes saturated, the pavement is not properly maintained and/or the actual traffic is greater than the EDLA's used in the design, then the design service life will be reduced. Project No. D09.030 - 06/04/09 10 9030tx.A JOSEPH A. CESARE AND ASSOCIATES, INCJCONSTRUCTION TECHNICAL SERVICES TABLE 3 Preliminary Pavement Sections Roadway Type Hot Mix Asphalt (in.) Aggregate Base Course On.) Lime Stabilized Subgrade (in.) Portland Cement Concrete (Kt.) Residential 9.0 - - - 3.0 6.0 - - 3.0 - 7.0 - - - - 5.5 Collector 10.5 - - - 4.0 6.0 - - 4.0 - 7.0 - - - 6.5 Arterial 12.5 - - - 5.0 6.0 - - 5.0 - 7.0 - - - - 8.5 The final design thickness of the street pavements could change significantly, depending upon overlot grading and site preparation. A pavement subgrade study and a final pavement design should be performed after overlot grading is completed. It is our understanding that the Town of Mead follows the Colorado Department of Transportation (CDOT) methodology for rigid street pavement designs. Rigid pavements are not typically accepted by the Town of Mead, however we have included this design. Also, the Town of Mead does not allow the use of full depth asphalt pavement, however for private streets or drives full depth sections may be applicable. DRAINAGE SURFACE DRAINAGE Performance of the development will be significantly influenced by the surface drainage. When developing an overall drainage scheme, considerations should be given to individual building locations and fills. Drainage should be placed in such a manner that surface runoff is directed quickly away from the building foundations and fills, and is not allowed to pond adjacent to the buildings, inside yards, behind fills, or over pavements. Setting foundation levels as high as possible above curb lines will aid in the rapid removal of surface runoff. If surface drainage between preliminary development and construction is neglected, performance of the roadways and building foundations can be poor. Project No. D09.030 - 06/04/09 1 1 9030a.A JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES When considering landscaping for common areas or around individual areas, we recommend the use of vegetation or landscaping which requires very little initial or long-term watering. Use of bubbler or tridder-type irrigation systems should be discouraged. SUBSURFACE DRAINAGE The basement floor level should be established as high as practical to reduce pumping of groundwater. The level of the groundwater was measured at 3 to 32 feet below the existing ground surface when measured after drilling within 12 of 41 total borings drilled. When measured again on February 16, 2009, greater than nine days after drilling, it was encountered from 2 to 33 feet within 37 of 41 total borings drilled. Some groundwater levels, typically in low lying areas of the site, are within 5 feet of the assumed basement floor levels relative to the existing site grades at the time of our field exploration. During wetter seasons, wetter years, and after the water table can rise as much as 2 to 3 feet. We, therefore, recommend the foundation walls be provided with a water-resistant treatment and provided a peripheral subsurface drainage system. The drainage system should consist of perforated or equivalent flexible plastic pipe placed around the perimeter of the basement area a minimum of 12 inches below the top of the floor slab in an envelope of properly graded sand and gravel. The envelope should be at least 8 inches thick on all sides of the pipe. The pipe should drain to a sump pump or gravity discharge away from the residence foundation. At least 6 inches of properly graded sand and gravel should also be placed below the basement floor level and connected to the perimeter drain system to reduce moisture transfer through the floor slabs and to assist in the collection of groundwater. In order to reduce the potential for the groundwater table to rise within areas of water perched above bedrock and to remove perched water from the site, area underdrains should be designed and constructed. An underdrain is usually constructed concurrent with sanitary sewer system installation. We recommend they be placed at depths close to the bottom of subexcavation if possible. For preliminary design purposes, we recommend the area underdrain consist of at least one 4 -inch diameter non -perforated PVC pipe and one 4 -inch diameter perforated PVC pipe bedded in at least 2 square feet of clean, washed 3/4 -inch sized gravel (ASTM C33, size 67). Both pipes and the gravel bedding should have a minimum slope of 1 percent. Individual service lines should positively drain from the foundation drain low point on each residence to the main area underdrain. Service lines from residence foundation drains Project No. D09.030 - 06/04/09 12 9030bc.A JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES should consist of solid PVC pipe. The underdrain pipe size may need to increase in some areas depending on the area drained by each underdrain branch, the number of houses connected to each branch, and the slopes of various sections of the underdrain. The non -perforated pipe is specified for individual foundation perimeter drains, as described above, to discharge into the main area underdrain. The design should prevent transmitting water from areas where water is actively being collected to areas where no water is present. The perforated pipe in the underdrain is to speed the flow of captured water from gravel to outlet. It is important that the underdrain lead to a permanent positive gravity outfall to prevent water build-up in the system. At the system outlet a concrete cutoff collar should be constructed with a second pipe placed through the cutoff collar to provide a well protected outlet for water that collects in the gravel surrounding the non -perforated pipe to exit. SEISMIC SITE CLASSIFICATION Earthquake -resistant designs commensurate with the regional hazard should be used in the design of the residences and other structures. The site is in the Uniform Building Code Seismic Risk Zone 1 (UBC 1997 Edition), which corresponds to minor damage. Based on our current understanding of the earthquake hazards in this part of Colorado, we see no reason to increase the seismic risk zone. The soil types present on the site, based on our experience, will likely be classified as Type D according to the 2003 International Building Code. LIMITATIONS This preliminary geotechnical and geological study was conducted to meet the requirements of the State of Colorado, Weld County, and the Town of Mead consistent with our understanding of the proposed development. The professional judgments expressed in this report meet the standard of care of our profession. Based on our assessment, the site appears suitable for the proposed development providing appropriate exploration, site evaluation and engineering designs are conducted for final development. Variations in subsoil conditions not indicated by the borings are likely. The results expressed in this report are intended to be preliminary in nature and should not be used for final design of foundation systems, floor slabs, pavements, or other construction considerations. Project No. D09.030 - 06/04/09 13 9030b .A • • • AND ASSOCIATES, INC. c.✓n.etlr.l e.em..a.x cans,.,.,. SARE TABLE 1 Boring Locations and Groundwater Data Project No. DOD 030.A Boring No. Latitude Longitude Elevation (Map) Depth to Bedrock (ft) Bedrock Elevation (ft.) H2O @ Drilling H2O on 02/16/09 B-1 -104.99983 40.26342 5089 17 5072 29 13 B-2 -104.99918 40.26540 5108 N/E N/E N/E 32 B-3 -104.99947 40.26863 5145 7 5138 25 N/E B-4 -104.99946 40.27134 5115 3 5112 N/E N/E B-5 -104.99953 40.27310 5093 7 5086 N/E 29 B-6 -105.00482 40.27310 5086 34 5052 29 6 B-7 -105.00443 40.27144 5090 10 5080 N/E 18 B -B -105.00343 40.26831 5129 6 5123 N/E N/E 6-9 -105.00260 40.26558 5108 32 5076 25 18 B-10 -105.00233 40.26359 5091 8 5083 N/E 15 B-11 -105.00776 40.26300 5075 10 5065 N/E N/E B-12 -105.00772 40.26577 5091 8 5083 50 9 0-13 -105.00753 40.26829 5095 9.5 5086 N/E 17 B-14 -105.00831 40.27190 5083 20 5063 N/E 18 B-15 -105.00813 40.27470 5082 9 5073 N/E 28 B-16 -105.00836 40.27707 5068 11 5057 N/E 17 B-17 -105.00980 40.27882 5062 13 5049 N/E 21 B-18 -105.01164 40.28079 5040 18 5022 N/E N/E B-19 -105.00981 40.28177 5040 14 5026 WE 22 B-20 -105.01223 40.28254 5014 14 5000 N/E N/E B-21 -105.01335 40.28457 5000 14 4986 12 N/E B-22 -105.01408 40.28760 4980 8 4972 N/E 29 B-23 -105.00956 40.28684 4973 16 4957 4 2 B-24 -105.01200 40.28557 4995 6 4989 N/E 15 B-25 -105.00950 40.28474 5005 6 4999 N/E 15 8-26 -105.00925 40.28268 5027 4 5023 N/E N/E 8-27 -105.01379 40.28205 4990 6 4984 N/E 21 8-28 -105.01253 40.27758 5071 8 5063 N/E 33 8-29 -105.01105 40.27447 5069 8 5061 N/E 18 B-30 -105.01160 40.27210 5065 7 5058 30 N/E B-31 -105.01279 40.26726 5078 8 5070 WE 16 B-32 -105.01231 40.26571 5081 7 5074 N/E N/E B-33 -105.00973 40.26472 5086 5 5081 N/E 11 6-34 -105.01524 40.26359 5073 8 5065 N/E 15 B-35 -105.01637 40.26591 5062 11 5051 3 16 B-36 -105.01589 40.26737 5050 12 5038 4 6 B-37 -105.01495 40.27208 5039 13 5026 28 25 B-38 -105.01517 40.27445 5041 8 5033 32 21 6-39 -105.01600 40.27667 5039 13 5026 N/E 26 B-40 -105.01648 40.27904 5010 17 4993 N/E 21 B-41 -105.01612 40.28203 4966 7 4959 30 N/E Project No. D09.030 9030txt.A.table 1 N/E = None Encountered • • CC }. Q y 1— O N O - C co o 0 - two Z J U .m O. E b 8 (CL) CLAY, sandy; A-6 (8) (CL) CLAY, sandy; A-6 (CL) CLAYSTONE, sandy, silty; A-6 (CL) CLAY, sandy; A-6 RML) SILTSTONE, sandy; A-4 (2) (CL) CLAYSTONE, trace sand; A-6 (20) (CL) CLAYSTONE, sandy, A-6 (CL) CLAYSTONE, sandy; A-6 (CL) CLAY, trace sand; A-7-6 (24) RCL) CLAY, trace sand; A-7-6 (CL) CLAY, sandy; A-6 (CL) CLAYSTONE, sandy; A-7-6 (CL) CLAY, sandy; A-4 (2) (CL) CLAYSTONE, silty; A-6 (CL) CLAY, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 (CL) CLAY, sandy; A-6 (CL) CLAY, sandy; A-6 (CL) CLAY, trace sand; A-6 (21) (CL) CLAY, sandy; A-4 (CL) CLAY, trace sand; A-7-6 (22) (CL) CLAY, sandy; A-6 E. rn u) 02 n a WA o O O M Z Nr M O O 0 LoCA CO N/A 0 r 0 M M 5,700 $ I C7 3,700 a b7N C m o o E j R a O > 0 c a c+) 9 co O O O 0.3 r- T r' CJ CO O N o 0.7 T r 1` p q O O t- ! u�� 1 iiEC a 8 Q L o C d 0 — O O 00 O O O CT O t! O O T O ..0-_,:c?, T O O CA O O CT O O pI O CA m y 25 a f�6 Z. O 3 `-" co (/) r O O N .- O Atterber Limits F- a T 24 N O N 23 Cr 0 .. g - 5 C� c i co co co 7 N • vo co 4 Gradation r ITJ a ;e ••-. cc (4) co vc9 CA co r a) CQ U2 N CA O O c, ae v,`-- CD co co 36.9 O Q r U) oz; 43.6 7.2 o) a; a cc e0 o O O O O 0 O ❑ �' G m c U j 44 m,�... z ci O '- 105.5 N O N: O r O CO 1- T 4 r T co U] '" T CD L) O O O C N - T M N- r CD (C T Cc) CO T N CJ r CO CO O ,-.. m cc 2 w --, 2 co C o `2 p O "" z M 0 ti (vi r M O r CD 4 r iV 6 r u7 M T O M CD r CD In I T N Ci r 1� 4 T N co T T CD T U7 M r O !: r O CD r 17.4 I C O J CO Depth (feet) p) V (J) p) 14 4 14 CA (D 14 0)Cr -14 J CA Cr d. E co _ O Hi r m r CD r m N m M m M m U) d) coaS aS dl C` p) CIS O r T N T CO ,--r V Co N. r CO r C) 0 .N C a) 0 0 E D E CO O C N C a) C U a) 2 CO in O 11 E z n " O , Z ro CU `O u 0 a_ co p) CD 0 I- Cq Cd CU C • • Wu �Z V'1 C a I Soil or Bedrock T �• (CL) CLAYSTONE, sandy; A-6 1(CH) CLAYSTONE; A-7-6 (38) I(CH) CLAYSTONE; A-7-6 [(CL) CLAY, trace sand; A-6 (21) (CL) CLAYSTONE, some sand; A-6 (CL) CLAYSTONE, sandy; A-7-6 (CL) CLAYSTONE, sandy; A-7-6 (CL) CLAYSTONE with sand; A-6 (14) [(CL) CLAYSTONE; A-6 [(CL) CLAYSTONE, sandy; A-6 E(CL) CLAYSTONE, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 I(CL) CLAYSTONE/SILTSTONE; A-4 (CL) CLAYSTONE, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 L) _( CLAY, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 (CL) CLAYSTONE, with sand; A-6 (16) (CL) CLAY, sandy; A-6 (CL) CLAY, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 (CL) CLAYSTONE, sandy; A-6 (CH) CLAYSTONE; A-7-6 (40) (CH) CLAYSTONE, some sand; A-7-6 1 2 m y 0 u) a O .s O 0 -" O O < < z't O co O O Tt7 O O o6 2,150 O N- — pOp !n o.) tl/N 7, 500 ViN p O N- U) O O O f� Lo ' Q Z 0 O 117 0 O o Y1 E c) al W y �p 2 CO > U 2 2. `; C0 O r r N,_ M O O M 4 O ,:t*O O r d o N O CA O O O CD r9 r f+ r O N V O O C C7) r tO O N o 0 V ' }- :o (0 H -5' ni U) C 7'- o c Cl. 0— 0 O V r 8 O r 0 O O N 0 O O 0 O o) N 0 O 4_ r 0 O 4 r 0 O 4 r O O O 0 O ' r O O CA 0 CD r 0 O at r S 07 0 O ' r O O r O V 0 0 t{ M 0 0 0 O O N m m a c9 O 2 o (-9, ,73 O Cr) N r O O O Atterberg Limits Z^ U X v El Q co N Cr) cN N Cr)0 T 5 E c O' J _I M 11')c.,) 1 C) r M o lf7 Gradation T . 16 .1i-cid U) 0 C)) co co r 000 r fND O 0)) 0 v C) en N N Eco 0 1 O O O O O @ C ro0 44 Z 4 00 0 co CD U7 U) I- co co O 't m T 1c) r N I 13.3 I 122.9 I b ID ,- CO co O D) O 't co 0 15.6 I 113.5 1 n Cr; r to Q r 00 4 0 U) cD C N co C)i co C) co N r N N .r - e m.. .2.� c• o zo o .� r cD M cD co cD I 27.0 l 14.1 c0 0 QT vi M 4 r.. M In r r cD 1[) U) co oi r M N N M r CO O n 00 CD N (A 6 �... 29 f 17.0 I Sample Location Test Depth Hole feet 14 O r 29 0) 29 4 4 d N 4 14 coo) 14 14 O O r Q) •ct r d r r 4 M W a) O N mmmmmmaommm�mmmmmmmmmdocco6 r N r N C7 C') N N N U) N U) N N. N O) N O M M N M CO C') C') M U) M CO M CO C'') O O M O N C a) 0 • E E CU a co C m pC U O) � co in O 5. Q E D o E Z• II Ci d O z2 To U Q a co a) CD 0 I- 0) (1) CC1 U C �E ESFIGURE 1 SARE VICINITY / "he MAP AND ASSOCIATES, INC. c L WELDCOUNTY v •...,C.v.-. ,.....,,.._,hew( l,..,... LAND INVESTORS INC. ANNEXATION PROJECT NO. D09.030.A T. 4 N. T-81 N: a a 89, _ — I......1` I 5O73. )5075 ,t_ )� ile' �� Wield Co my taadi�38=-- I ,// ,, �� 5O 50 :ft Basemap from USGS Berthoud Quadrangle and Johnstown Quadrangle, 7.5 minute series (Topographic) Map, Photorevised 1984 and 1969. 4 R. 6;8 W. Explanation Site Boundary ® Approximate Boring Location 0 910 1,820 Feet Scale FIGURE 2 SITE MAP AND BORING LOCATION WELD COUNTY LAND INVESTORS INC. ANNEXATION PROJECT NO. D09.030.A SARE AND ASSOCIATES. INC. "'zit Lab firwerAWd '.gnon'g Con mitts / Caaeapen.Mamlaa rn*R a fnpeYn I Basemap from USGS, Geologic Map of the Boulder - Fort Collins - Greeley Area, Front Range Urban Corridor, Colorado, Colton, R.B. 1978. Explanation Site Boundary Formation Qe - Eolium Qc - Colluvium Kptz - Pierre Shale, Upper transition member Kpu - Pierre Shale, Upper shale member 0 730 Scale 1,460 Feet FIGURE 3 GEOLOGIC MAP WELD COUNTY LAND INVESTORS INC. ANNEXATION PROJECT NO. D09.030.A SARE AND ASSOCIATES, INC. Th0 ubr GeM.ehdad=.Ba.na`.I Cansa..a / Csm.eiu. MSMsrwin mynas. Figure 4 Depth to Groundwater During Drilling Weld County Land Investors Inc. Annexation Project No. D09.030.A Figure 5 Depth to Groundwater Greater Than Nine Days After Drilling Weld County Land Investors Inc. Annexation Project No. D09.030.A • APPENDIX A Logs of Borings • C -0 14/12 8/12 - 10 77/12 - 20 B-1 6-2 B-3 5089' 5108' 5145' 6/12 - 17/12 - - 25/12 50/6 50/5 - = 50/10 18/12 50/6 50/4 50/3 50/6 50/6 50/4 50/4 B-4 B-5 B-6 5115 5093' 5086' 20/12 14/12 - 50/4 50/6 5/12 38/12 50/10 - 50/6 50/4 - 0- 10- 20- 30- r-40 40 50/3 l� - 50 50 -- 60 60 - NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. SARE AND ASSOCIATES. INC C �a.Ub O CD a' m CD CD CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: 009.030.A FIGURE: Al • INC.. -0 16/12 24/12 - 10 50/7 - 20 r- 50/8 50/6 - 40 9-7 5090' 16/12 50/6 50/2 50/5 B-8 5129' 8-9 5108' B-10 5091' B-11 B-12 5075' 5091' 5/12 50/6 50/6 50/8 5016 ® 50/3 50/4 50/3 - 50 50-- 0- 10 - 20 - 30-- 40 - 60 60 NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. CAk v m CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: 009.030.A FIGURE: A2 -0 -10 20 (45 - a) U- — 30 C L d a) O - - 40 50 10/12 18/12 50/9 50/6 50/7 B-13 5095' 8/12 18/12 50/6 50/6 B-14 5083' 15/12 50/9 - 50/6 50/5 50/5 B-15 5082' B-16 5068' B-17 B-18 5062' 5040' CCL V 8/12 - 5/12 50/7 50/2 - 0 10 20 - 30 40- 50 —60 60 — NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. � 1 SARE AND ASSOCIATES, INC C O CD .p 3 TI CD CD CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: D09.030.A FIGURE: A3 0 7/12 8/12 - 10 50/8 -20 - 40 50/6 B-19 B-20 8-21 5040' 5014' 5000' 6/12 50/12 50/5 50/6 50/5 - 50 - 60 6/12 6/12 50/12 50/10 50/6 10/12 50/5 B-22 4980' 4973' 4995' B-23 B-24 i 50/4 rte— 5017 - 7/12 —7 o 24/12 12/12 50/6 % 50/12 50/4 50/5 50/6 50/1 50/4 V 0- 10 20 30 40 50 — 60 NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. v co S J CD ti CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: 009.030.A FIGURE: A4 • • • 0 — 10 --- 20 •0) aD — 30 C r d) — 40 18/12 50/7 50/7 50/5 8-25 5005' I '/. 24/12 —I 50/1 50/2 50/4 50/4 B-26 B-27 5027' 4990' 15/12 6/12 50/9 50/6 50/6 V 50/12 50/7 50/7 B-28 5071' 15/12 50/12 50/6 50/5 50/10 B-29 8-30 5069' 5065' V 7/12 50/10 50/8 50/5 0 10 20 - CD 30 _ j. CD - ' (D 40 - - 50 50- - 60 60 - NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. SARE ANC ASSOCIATES INC C, CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: D09.030.A FIGURE: A5 -0 7/12 50/8 -10 50/7 20 ,--40 50/7 50/5 - 50 8-31 5078' 6/12 5017 50/6 50/6 B-32 5081' 12/12 B-33 5086' I 13/12 23/12 17/12 50/7 50/12 50/3 r- r B-34 5073' lfG 12/12 3/12 50/12 47/12 50/5 l 50/7 50/7 5016 5012 B-35 B-36 5062' 5050' 0- 10 - 20 - 30 - 40- 50- - 60 60 - NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. SARE 4.1:p AS'OCIATr.S. INC. C� CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: D09.030.A FIGURE: A6 • • • B-37 5039' -0 - 10 - 20 - 40 6/12 50/10 50/10 50/6 B-38 5041' 9/12 12/12 50/12 50/9 50/5 B-39 5039' m 8/12 9/12 30/12 50/5 B-40 5010' 4966' 12/12 8-41 50/6 50/12 50/6 50/3 V \/ 0 10- 20 - 30 - 40 - 50/3 - 50/4 -50 50-- - 60 60 NOTES: Our conventioN of 14/12 indicates that 14 blows from a 140 pound hammer falling 30 inches were required to drive a California barrel sampler 12 inches. SARE £M( ;.V.00IATL S. INC C 'rite se smem.err*wee �e.�• v CD (D (D '-. CLIENT Weld County Land Investors PROJECT Weld County Land Investors Inc. Annexation DESCRIPTION Logs of Borings DATE: 6/2/2009 JOB NO.: D09.030.A FIGURE: A7 KEY TO SYMBOLS Symbol Description Strata symbols CLAY, trace sand to very sandy, silty, low to high plasticity, soft to very stiff, slightly moist to wet, with salts, calcareous and mineralized in parts, slightly to medium vuggy porosity in parts, with rootlets in parts, dark brown to light brown, orange, tan, yellow brown, olive brown, mottled (CL;A-4, A-6, A-7-6). SAND, silty to SILT, sandy, non to low plasticity, fine to medium graded, medium dense to very dense, slightly moist, brown (SM, ML;A-2-4, A-4). CLAYSTONE, with trace sand to sandy to SILTSTONE, with sand to sandy, low to high plasticity, weathered to very hard, slightly moist to moist, oxidation and calcareous in parts, light brown to dark brown, olive brown, orange, gray to dark gray, mottled, tan, rust brown, dark olive gray (CL, CH, ML;A- 4, A-6, A-7-6). SILTSTONE, trace sand to with sand to SANDSTONE, silty, trace clay to clayey, low plasticity, poorly graded, fine to medium grained, hard to very hard, slightly moist to wet, poorly to moderately cemented calcareous in parts, and oxidation in parts, tan to brown (ML, SM, SC; A-4, A-2-4, A-2- 6), Misc. Symbols Water table during drilling Water table on February 16, 2009 Notes: 1. Exploratory borings were drilled from February 2 to February 7, 2009 using a 4 -inch diameter continuous flight auger. 2. Ground water was measured when encountered at the time of drilling. Groundwater was also measured on February 16, 2009. 3. These logs are subject to the limitations, conclusions, and recommedndations in this report. 4. Results of tests conducted on samples recovered are reported on the logs. 5. All elevations are at existing grade, and were estimates from USGS Berthoud and Johnstown Quadrangle maps. JAC/CTS Project No. D09.030.A • APPENDIX B Laboratory Test Results • • Services CSC' J.A. Cesare & Associates, Inc. / Construction Technical 7108 South Alton Way, Building B L Centennial, Colorado 80112 ANC, `"'"'Mro1'4.0"--""" , ASSOCIATES, SAKE `�cS /NC ., Lot """"— c.^""•"' -'".'R""`"""" Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation Plot 2 - { 1 ,l- 0 - - -1 _ 0 Sample Inundated a -2 O -4 as b o -3 y in o L) -- -4 To 3 va , _ -5 -- r� -6 -7 - , -8 10 100 1,000 10,000 Applied Pressure (psf) , 100,000 Sample Location Sample Depth (feet) Sample ID: 92148 Dry Density (pci) Moisture Content (%) Inundation Pressure (psf) Volume Change (%) Swell Pressure (psi) Sample Description B -I 9' CLAY, sandy, light brown 110.0 10.3 900 -0.3 N/A Client: Weld County Land Investors, Inc. c/o Northern Trust Company No.: Job D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B1 J.A. Cesare & Associates, Inc. / Construction Technical Services :n eC=61t C 7108 South Alton Way, Building B -_2_,;,�; _' Centennial, Colorado 80112 . AND D A SC SARE ASSOCIgiES. INC. �C La Phone: (303) 220-0300; Fax: 220-0442 `• "'<• `"„•""'•' ", `.".°.. �• �.>•�«. (303) Swell / Consolidation Plot 1 0 --- , 1 0 G 0 el "O o Swell Upon Wetting -2 N o 0 VSample Inundated IT'D , -3 . -4 -5 13,000 10 100 1,000 10,000 Applied Pressure (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92220 Dry Density (pcf) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-1 ly, CLAYSTONEandy, silty, light brown 105.5 14.8 1,900 0.3 3,000 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B2 Sc Inc. / Construction Technical Services J.A. Cesare Associates, iii9 •ri e{ 7108 South Alton Way, Building B iitCd•A 7•e l_; _-' - SARE Centennial, Colorado 80112 AND 41 CIA765 ;NG Phone: (303) 220-0300; Fax: (303) 220-0442 `"""""""""""`"' `"""'°"'" � Lie. Swell / Consolidation Plot / Consolidation (%) , , , , , llSample Inundated , _. ...' --p 3 f -5 --- - - -6 - -7 - - -. -8 10 100 1,000 10,000 Applied Pressure (psf) 100,000 Sample Location Sample Depth (feet) Sample ID: 92200 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-4 14' CLAYSTONBsandy,yellowish brown 107.6 13.5 1,400 0.0 N/A Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B3 ' J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B .1!:!".;v-'� Centennial, Colorado 801121 AND Phone: (303) 220-0300; Fax: (303) 220-0442`"""'"'"�=.-4.•�..;- ,j C SAKE ASSC,CIATES. INC. "11.e „op' Swell / Consolidation Plot Swell / Consolidation (%) h i=. w I I o •-- n II I I I Swell Upon I Wetting 1J1 Sample • Inundated ft E T -6 -7 -8 10 100 1,000 Applied Pressure 3,450 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92154 Dry Density (pct) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-5 19' CLAYSTONE, sandy, yellowish brown 118.0 11.0 1,900 0.3 3,450 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B4 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 ASSOCIATES. C • •:“. SAKE INC. 'h. L,d G.rr..bn MmY4 harLy s r+y.atlr Swell / Consolidation Plot 2-- 1 i • - —' 0 - Swell Upon Wetting -1 \o o O Sample Inundated --1- -2 el ... o _ vi -3 a 0 V - - -4 as 3 -5 - 1 - 1 -6 4 -7 _ -- -8 l 10 4,000 100 1,000 10,000 Applied Pressure (psf) 100,000 1 Sample Location Sample Depth (feet) Sample ID: 92156 Dry Density (pcf) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-6 14' CLAY, trace sand, olive 114.1 16.3 1,400 1.1 4,000 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B5 J.A. Construction Services Cesare & Associates, Inc. / Technical 5,L�. 2. C� 7108 South Alton Way, Building B iii:s :_ -- Centennial, Colorado 80112 1,417 . SARE .NASSl7G1AT65. INC "7.1.• LAN,' Phone: (303) 220-0300; Fax: (303) 220-0442 Camwourlion Matra. rcsobv A* --•- Swell / Consolidation Plot 2 Swell Upon Wetting 1 1 1 Swell / Consolidation (%) N VI A w N Sample Inundated I ' -U - -7 _ -8 , 10 100 1,000 Applied Pressure 6,550 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92158 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-7 19' CLAYSTONE, sandy, light olive brown 115.3 15.6 1,900 1.1 6,550 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B6 J.A. Cesare & Associates, Inc. / Construction Technical Services lE 7108 South Alton Way, Building B Centennial, Colorado 80112 Eal_ i C ..... ` '' •:. ••• iii %pi SAKE AND ASSOCIATES, INC '..rite L•b ...eTwr•fNgre.nn,Cwof..a Cwbbinr.ioloI4r�..~ Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation Plot 2 r Swell / Consolidation (%) W NI O I I 1 I I I I Sample Inundated 10 100 1,000 Applied Pressure 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92201 Dry Density (pcf) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-10 14' CLAYSTONE, silty, yellowish brown 105.6 19.2 1,400 -0.1 N/A Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B7 Construction Technical Services C J.A. Cesare & Associates, Inc. / --IX 7108 South Alton Way, Building B i;g;,,.F•:9 '=-. Centennial, Colorado 80112 -AP W' 4:1 SAKE AND ASSOCIATES. IN<, e ��b' Phone: (303) 220-0300; Fax: (303) 220-0442 `"'""""" `"'--, `""'"""` Swell / Consolidation Plot / Consolidation (%) w t:) r-• o n Swell Upon Wetting Sample Inundated ` -ter V to -6 -7 — -8 1 10 100 _ 1,000 Applied Pressure 1,900 (psi) 10,000 100,000 Sample Location Sample Depth (feet) Sample ID: 92160 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-11 9' CLAY, sandy, brown 100.0 14.7 900 0.8 1,900 Client: ' Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B8 C� J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B :/ Centennial, Colorado 80112 Af2D Phone: (303) 220-0300; Fax: (303) 220-0442 G•ui•fMlyd As5OCISARE fwjbur q fw.h.. i. Lot Swell / Consolidation Plot / Consolidation (%) W N O ,-+ h F Upon Wetting Swell Sample Inundated r -F, - -L} 4; CI) • �----� _ -5 -6 -7 - -8 10 100 1,000 Applied Pressure 3,300 (psi) 10,000 100,000 Sample Location Sample Depth (feet) Sample ID: 92161 Dry Density (pcf) Moisture Content (%) Inundation Pressure (psf) Volume Change (%) Swell Pressure (psf) Sample Description B-11 19' CLAYSTONE, sandy, olive 114.2 16.2 1,900 0.2 3,300 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B9 J.A. Cesare & Associates, Inc. / Construction Technical Services • :113F 7108 South Alton Way, Building B 'ii:;;t Centennial, Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 C' _'f A SS r "'"'"""°'"'""""` `°"°"°"" `'}b Swell / Consolidation Plot 2- F-7 I f Swell Upon Wetting 1 0 -1 Sample Inundated . 0 o O -2 ea b S" . -3 H O O U - -4 a1 ---- , - -5 - - - -- _ _ _ . - ,.. ---.. -- - ---•--- -- - -6 r T -- -7 - - - -8 1 - 10 100 5,700 1,000 10,000 100,000 Applied Pressure (psi) Sample Location Sample Depth (feet) Sample ID: 92162 Dry Density (pct) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-12 14' CLAYSTONE, sandy, olive brown 117.3 16.1 1,400 0.7 5,700 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B10 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: 220-0300; Fax: 220.0442 .g;l= C' 2g; -: - SARE urM✓.I Zpb..n.. C.w..4.nu .,.. „1„Y,,,,,b.f f ..y.rr., (303) (303) Swell / Consolidation Plot 5 - -- - - - 4 3 e '\.� 0 Swell Upon Wetting 2 es .— ... O z C U - -- - , 1 Ta u � 7� 1• 0 Sample Inundated 1 T -1 - _ . - -2 10 , r s,soo 100 1,000 Applied Pressure (psf) 10,000 100,000 i Sample Location Sample Depth (feet) Sample ID: 92202 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-13 9' CLAY, sandy, light brown 116.6 13.5 900 L1 3,500 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B11 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 !F . I .El, i - °{' f' AMID ASSC)CIATES. .." "' .' ",^^ C • ::• SARE INC ""ri. `L��' ^°° ° •"•` �...`..,. W ,. �,.,....�. Swell / Consolidation Plot 2 1 1 Swell Upon Wetting ; -1 Sample Inundated o a 0 -2 't •O o I -3 a O V - ' -4 3 -5 -6 ,I -7 - L - - -- -8 i 3,70O 10 100 1,000 10,000 Applied Pressure (psf) 100,000 Sample Location Sample Depth (feet) Sample ID: 92163 Dry Density (pet) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-14 14' CLAY, sandy, yellowish brown 110.3 17.9 1,400 0.7 3,700 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B12 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation (%) 2 1 0 -1 -2 -3 -4 -5 - 6 - 7 - 8 Swell / Consolidation Plot SARE ANC, ASSOCIATES. INC. ....I....l e.,....,,., h. Las' Ci....a-. Fm...e Testae a iwu,.. Sample Inundated 10 100 1,000 Applied Pressure (psf) Sample Location B-17 Client: Project: Sample Depth (feet) 9' Sample ID: 92165 Sample Description CLAY, sandy, brown Dry Density (pci) 110.2 Weld County Land Investors, Inc. do Northern Trust Company 10,000 Moisture Content (%) 16.9 Weld County Land Investors, Inc. Annexation Inundation Pressure (psi) 900 100,000 Volume Change (%0 Job No.: Figure: -1.0 Swell Pressure (psi) N/A D09.030.A B13 Services J.A. Cesare & Associates, Inc. / Construction Technical •: a:::::cs C� 7108 South Alton Way, Building B SAKE Centennial, Colorado 80112 i ND ASSOCIATES. 1NC. "�e �b Phone: (303) 220-0300; Fax: (303) 220-0442 • • � • • • •�.<.�.,..,., G,.. •., �� Swell / Consolidation Plot 2 - 1 S -2 .4 Inundated • of .O Sample -3 a O U j -4 a cn —. -5 r , -7 — i , 1 -8 10 100 1,000 Applied Pressure 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92167 Dry Density (pcf) Moisture Content (%} Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-19 9' CLAY, sandy, brown 106.8 17.4 900 -0.9 N/A Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B14 .I.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 C INC, '+�e fib" c---,••••••••• .....• ,, ,e:°5 ; ? , °°'DA S SAKE AND ASSOCIATES, �...•.�..<.,�.„ ,,,.,...,w... 1 0 -1 \° a C7 .r r -2 w)7 oSample a -3 -4 -5 Swell / Consolidation Plot -- - Swell Upon Wetting Nixsk Inundated -- -, - -- 10 100 1,000 Applied Pressure 4,400 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92221 Dry (pet) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (pst) Sample Description Density B-20 14' CLAYSTONE, sandy, light brown 108.4 16.1 1,400 1.0 4,400 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B15 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building 13 Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 ,., C' :--r SAKE .--; '..''° AND Assoc"Arts. INC. *r.be L..: G.m.rAasl FgW..b, f.u.lb.a Swell / Consolidation Plot 2- I i min lin I Swell Upon Wetting 1 0 T I -1 ZitZ Sample Inundated I ---------- 1 c -2 es o Go -3 a O U —4 -- V is cA . ; —6 - _-- 1 —7 , —8 10 i 100 1,000 Applied Pressure 1 10,000 (psf) .000 100,000 Sample Location Sample Depth (feet) Sample ID: 92169 Dry Density {Pei) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-21 19' CLAYSTONE, sandy, olive 116.6 16.3 1,900 2.1 11,000 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: O09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B16 J.A. Cesare & Associates, Inc. / Construction Technical Services .. C 7108 South Alton Way, Building B '` 6``` Centennial, Colorado 80112 A..!_7._h S$OgSARE INC. ',ph. ,A,0 Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation Plot 1 Swell / Consolidation (%) A 1. w N .'.. O ,— t, I I I I I I Swell Upon Wetting Samp Inundated e -5 -6 -7 -. -8 1 10 100 1,000 10,000 Applied Pressure (psi) ,VW 100,000 Sample Location Sample Depth (feet) Sample ID: 92170 Dry Density (pct) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description 8-21 29' CLAYSTONE, light brown 115.5 16.6 2,900 1.3 11,000 Client' Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B17 J.A. Cesare & Associates, Inc. / Construction Technical Services C 7108 South Alton Way, Building B Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 ASSOCIATES. • •: - SAKE INC. C L.S:: Swell / Consolidation Plot 7 Swell / Consolidation (%) n w N - o — r - -1 Sample Inundated 4 1� 1- -J - -- - -6 7 1 - !� - - - - -8 10 100 1,000 Applied Pressure 10,000 (psi) _ 100,000 , Sample Location Sample Depth (feet) Sample ID: 92171 Dry Density (pct) Moisture Content (%) Inundation Pressure (psf) Volume Change (%) Swell Pressure (psi) Sample Description B-23 9' CLAY, trace sand, light brown 98.9 27.0 900 -0.6 N/A Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: O09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B18 C J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • •`:.::: �: SARE :`'' :S AND ASSOCIATES, INC, V �� v C wr..ra AM.Is4TiaY"A Mrtnw. Swell / Consolidation Plot Swell / Consolidation (%) J 01 VI A W N ►e- 0 t% >1 iI I I I I j I" Inundated Sample r . t -8 10 100 1,000 10,000 Applied Pressure (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92172 Dry Density (pct} Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-23 29' CLAYSTONE, some sand, olive 118.4 14.1 2,900 -0.3 N/A Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B19 Inc. / Construction Technical Services J.A. Cesare & Associates, 7108 South Alton Way, Building B Centennial, Colorado 80112 !!! 220-0300; Fax: 220-0442 PETE C !�;U1 SARE ANC) ASSOCIATES. INC. %ob., L 4.-",h --, /i.I•.�rn.l c--"-- c........- Jima..AI a MA.. Phone: (303) (303) Swell / Consolidation Plot 3 — - 2 Swell Upon Wetting 1 e 0 a 0 at b O C O (-)_1 I ' ; Iii 3 >______ ' Sample Inundated -2 -3 -4 r 10 100 1,000 Applied Pressure (psi) 6' , 400 10,000 100,000 Sample Location Sample Depth (feet) Sample ID: 92173 Dry Density (pci) Moisture Content (%) Inundation Pressure (psf) Volume Change r/o) Swell Pressure (psf) Sample Description B-24 14' CLAYSTONE, sandy, olive brown 121.5 13.6 1,400 1.9 6,400 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B20 C J.A. Cesare & Associates, Inc./ Construction Technical Services -� ::at . 7108 South Alton Way, Building B ' iBE( •:j: SAKE Centennial, Colorado 80112 AND A550CIATE5. INC. ^h. Lid: Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation Plot 3 - i 2 1 0 a Swell Upon Wetting 0 al PO oe'''''''' -- C Sample Inundated td _1 a 3 En - -2 -3 - -4 - 10 100 1,000 Applied Pressure 4,000 10,000 (psf) 100,000 Sample Location Sample Depth (feet) Sample ID: 92174 Dry Density (pcf) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-25 14' CLAYSTONE, sandy, olive 122.9 13.3 1,400 0.4 4,000 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B21 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 5ARE AND ASSl7CIA7£5. INC. G.••r.r..�..l r"1""'"fw.W..w .�11� Swell / Consolidation (%) 3 2 - 2 - 3 - 4 Swell / Consolidation Plot Swell Upon Wetting Sample Inundated 10 100 1,000 Applied Pressure (psi) ,000 10,000 100,000 Sample Location Sample Depth (feet) Sample ID: 92176 Dry Density (Pc f) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-27 14' CLAYSTONE, sandy, olive brown 115.8 14.3 1,400 1.0 8,000 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B22 Services C J.A. Cesare & Associates, Inc. / Construction Technical 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 ::: .:.... , : . -':- «::: SAKE , Ko AsSOCI .T . INC. ""`" °`"" `""""'"" '�� too Swell / Consolidation Plot 1 Swell / Consolidation (%) J N .I-. O N Li I I l I Swell Upon Weteng Inundated Sample -3 -4 , 10 100 2,150 1,000 10,000 Applied Pressure (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92177 Dry Density (pcf) Moisture Content (%) Inundation Pressure (pal) Volume Change (%) Swell Pressure (psi) Sample Description B-29 9' CLAYSTONE, sandy, light yellowish brown 109.0 15.3 900 0.4 2,150 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B23 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 ` ii,,,::, C . .; :_: ! ti:* ll`" =a `x'i SARE AND ASSOCIATES. INC. .3.7..Lsb! "°"'"""` ""'^' ^" `�"•'~•' a..d..r.. ,..w,., �.. Swell / Consolidation Plot 3 - - 2 - .- • 1 0 C O 0 ce .o Swell Upon Wetting p ON. Ilkl -1 3 sample Inundated -2 -3 . _ _ -- _ — -4 , 10 100 1,000 Applied Pressure 1,700 10,000 (psf) 100,000 Sample Location Sample Depth (feet) Sample ID: 92178 Dry Density (pc() Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Descrption B 30 14' CLAYSTONE, sandy, yellowish brown 108.4 16.1 1,400 0.2 1,700 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B24 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 I 0 -4 -5 Swell / Consolidation Plot SARE AND ASSOCIATES INC. ti...teWr./ A.I.wrr,.t C,.tdn..a NNNN Swell Upon Wetting Sample Inundated ----r-- - - _ - , - ..► 3,500 10 100 1,000 Applied Pressure (psf) 10,000 100,000 Sample Location B-31 Sample Depth (feet) 9' Sample ID: 92222 Sample Description CLAYSTONE, sandy, light brown Dry Density (pcf) 113.5 Moisture Content (%) 15.6 Inundation Pressure (psf) 900 Volume Change (%) 0.8 Swell Pressure (psi) 3,500 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B25 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B 9,12"i C Ft . E p C 2ia:W SARE Centennial, Colorado 80112 ASH) As1C)cIA7e3 INC. 'fie L.,. Phone: (303) 220-0300; Fax: (303) 220-0442 �••..i«.d rv.w..n.s c...d.u. �� Swell / Consolidation Plot 3 - 2 - - 1 O 0 a 0 0 -' al .12 O U -1 Tui Sample Inundated cA -2 -3 - -4 10 100 1,000 Applied Pressure 10,000 (psi) 100,000 1 Sample Location Sample Depth (feet) Sample ID: 92180 Dry Density (pcf Moisture Content (%) Inundation Pressure (psf) Volume Change (%) Swell Pressure (psf) Sample Description B-32 14' CLAYSTONE/SILTSTONE, light brown 113.7 15.5 1,400 0.0 N/A Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B26 • • • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation (%) 3 2 1 0 -1 -2 -3 -4 Swell / Consolidation Plot SARE Awn ASSC7clnrES, INC. .......a,...r s.......... n...,..,:. C....,- „:17.........m. Swell Upon Wetting Sample Inundated r 1 10 100 1,000 Applied Pressure (psi) 7,500 10,000 100,000 Sample Location Sample Depth (feet) Sample ID: 92182 Dry Density (pcf) Moisture Content (Vol Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-33 19' CLAYSTONE, sandy, light brown 114.5 13.8 i 1,900 1.6 7,500 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B27 J.A. Cesare & Associates, Inc. / Construction Technical Services iii •;•, C�t- 7108 South Alton Way, Building B g::`�: Centennial Colorado 80112 • . ' `a' SAKE Am, ASSOCIATES, INC. b� Cmvein. of 6w b+.n+fnn u4un� �'• c..rwr:., r..rN. tuW a r.w.w. Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation Plot - 3 — - 2 i 0 O - im o -1 el — Swell / Conso w t` Inundated -Sample - -6 - -7 10 — 100 1,000 10,000 100,000 Applied Pressure (psi) Sample Location Sample Depth (feet) Sample ID: 92183 Dry Density (pcl) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-35 9' CLAY, sandy, light brown 104.8 23.1 900 -0.1 N/A Remarks: Possible sample disturbance Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B28 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-Q300;Fax: (303)22Q-0442 i. „14„ t, C . `! °` .,A '=' '' . SARE ..s.,,,,-............... -rhe ii.,„..: Swell / Consolidation Plot 3 2 , I , 1 Swell Upon Wetting / Consolidation (%) a N O I Sample Inundated V D -4 -5 -6 -7 10 100 5,700 1,000 10,000 Applied Pressure (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92184 Dry Density (pct) Moisture Content _C/o) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-36 14' CLAYSTONE, sandy, light olive brown 106.5 18.2 1,400 1.7 5,700 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B29 J.A. Cesare & Associates, Inc. / Construction Technical Services C 7108 South Alton Way, Building B ` Centennial, Colorado 80112 1z- ANU Phone: (303) 220-0300; Fax: (303) 220-0442 Grn.r 7jA, VII !'I C SARE ASSOCIATES, INC. . vb ANr•1 Tv4.. q('ru.:uwn ��L+•- Swell / Consolidation Plot 3- 2 Swell Upon Wettin 1 r 0 , .--- a A O 1 Sample Inundated ".> 22 Q © - 4- I _2 a -- w -3 -4 I -5 , _ - _ . - - -6 1 10 100 Applied Pressure 400 1,000 (psi) 10,000 Sample Location Sample Depth (feet) Sample ID: 92186 Dry Density (pet) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psf) Sample Description B-39 V CLAY, sandy, light brown 90.2 9.3 100 2.0 400 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B30 C J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 ASSOCIATES. SAKE INC. �� Swell / Consolidation Plot Swell Upon Wetting la 3 s Y i. y 9 L -, -6 10 100 570 1,000 Applied Pressure 10,000 (psi) 100,000 Sample Location Sample Depth (feet) Sample ID: 92187 Dry Density (pef) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-40 4' CLAY, sandy, silty, light brown 96.6 8.7 400 0.4 570 Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B31 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Building B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 Swell / Consolidation (%) Swell / Consolidation Plot 10,000 10 100 1,000 Applied Pressure (psi) SARE AND ASS(CIATES. tNC: .-41.• litp U..l..8m<.l Y. 'Mt OW' C....INP'. ,,_ _.N.w.1.,tr►. �.. .* 100,000 Sample Location Sample Depth (feet) Sample ID: 92188 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-40 34' CLAYSTONE, sandy, silty, olive brown 109.8 12.8 3,400 -0.6 N/A Client: Weld County Land Investors, Inc. do Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B32 J.A. Cesare & Associates, Inc. / Construction Technical Services C� 7108 South Alton Wa Building Way, B Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 G.eu.Inra(F..f.u+ly ��,� -� `'_"� '°' ASSOCIATES. SAKE INC, ..71Se L•d+ C.wu4yw AAA.. Um..AMammon mann.n Swell / Consolidation Plot 3 2 - - - - Swell Upon Wetting 1 414"4..%%%"-> ----- ° U -2 0 v) -1 -3 -. -4 -5 - - J , -6 10 100 5,400 1,000 10,000 Applied Pressure (psi) - - 100,000 I Sample Location Sample Depth (feet) Sample ID: 92189 Dry Density (pct) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (Psi) Sample Description B-41 9' CLAYSTONE, sandy, brown 112.8 13.9 900 1.9 5,400 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B33 Cesare & Associates, Inc. / Construction Technical ServicesC 7108 South Alton Way, Building B q64 MN - - Centennial, Colorado 80112 AND Phone: (303) 220-0300; Fax: (303) 220-0442 � SAKE ASSC)CIATES. INC, •� .--a Swell / Consolidation Plot 3 — 2 - - 1 0 O Z:,&' Q O cu -1 V ..1 O rii ° Swell Upon Wetting U -2 � Sump e Inundated !/ _3 -4 -5 -- - -6 1 10 100 1,000 Applied Pressure s,000 10,000 (psf) 100,000 Sample Location Sample Depth (feet) Sample ID: 92191 Dry Density (pci) Moisture Content (%) Inundation Pressure (psi) Volume Change (%) Swell Pressure (psi) Sample Description B-41 29' CLAYSTONE, some sand, olive 112.7 17.0 2,900 0.5 5,000 Client: Weld County Land Investors, Inc. c/o Northern Trust Company Job No.: D09.030.A Project: Weld County Land Investors, Inc. Annexation Figure: B34 • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92149 Reviewer: Sample Location: B-1 @ 0' to 9' Description: CLAY, sandy, light brown "SARE OCIATES. INC. 'Zit.Lb 2 -Mar -09 aws AASHTO M 145 Classification: A-6 Group Index: 8 Unified Soil Classification System (ASTM D 2487): CL Sandy Lean Clay Q 00. — P1 Q In —.0 0 0 0 0 0 N Q Q w O Oei O O O O O O m NI%I Z 7..7. Z z z %. z z Sieve Size CIO O •Vi Of CL 0 too • i t T I T -T 1 I 1 I 1 I i 1 3" 90 i ' r 2" ' I I ! ! I I I 1" 1 3/4„ 80 . i I I 1/2" 3/81, I I #4 100 70 #8 #10 100 #16 99 j j eeo I I 1 - #30 .0 r I #40 99 .1 #50 98 050 #100 89 #200 66.4 x140 1 j r Moisture De (NI) & (D) i F M,%: %: 5.3 30 } I D, pcf: i I LL 30 20 I PL 13 PI 17 Io I I 1 D60 I I I D30 _. 0 N II • .- • 0 N- C. — ci r$ =g 0 0 0 e ci c o SIEVE SIZE, mm Cu Cc Rev. 1/31/06 Figure B35 Figure 235 J -A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B •Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • AND ASSOCIATES. INC. 4e66.na LJ_u..u, cuu.ks.0 GRADATION PLOT - SOIL & AGGREGATE Project Number: D09,030A, Weld County Land Investors, Inc do Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92152 Reviewer: Sample Location: B-3 @ 9' Description: SILTSTONE, sandy, light brown SARE 27 -Feb -09 aws AASHTO M 145 Classification: A-4 Group Index: 2 Unified Soil Classification System (ASTM D 2487): ML Sandy SILT o o 0 D a a 0 ar a d 00 n O N N :� Z 22 Z Z Z Z z Z .An Sieve Size % Passing PASSING (by dry mass) > 0 0 0 0 0 0 0 00 00 C T t r T t 1 1 •1 3" I 211 1 I I I I I f f I I I I I " I 3/4" 1 I I 1 1 I I I i 1/2" I 3/8" #4 100 I \I: I #8 : #10 100 r #16 100 j ' I I I r j I I I I #30 I I I 1 ; I #40 100 I #50 100 I ' #100 100 1 ' #200 63.1 I I I Moisture Density (M) & (D) I• I I I I E I I i t i 1 1 t M, %: 10.8 1 i t l D, pcf: 1 LL 33 i 1 1 PL 28 ' PI 5 1 I i I I I I I I I 1 I D60 -1--4 1 • D3o D• ie 0 0a in 0 n N - n c -- e e o o c SIEVE SIZE, lam CU Cc Rev. 1/31/06 Figure B36 Figure B36 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B •Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92153 Reviewer: Sample Location: B-3 @ 9' to 19' Description: CLAYSTONE, trace sand, brown AASHTO M 145 Classification: A-6 Group Index: 20 Unified Soil Classification System (ASTM D 2487): CL Lean Clay SARE JCWT6. INC. 'fie iy 2 -Mar -09 aws a. C V 0 -. 0 0 vii -- N e `LN to d d d d c a d d o n N — r, n z zz z z z z z z Sieve Size Vo Passing 100 1 1 r , t 1 ,• I — I I I I I I I 3„ 90 ' 2 ,. 1 . 1; I I I I 1 1 I I 1" 3/4" 60 1 1 1+ I I 1 1 I 1 J i I/2" i i 3/8„ #4 100 70 ' #8 I ; #10 100 11 #16 100 E50 I I i I I I. 1 I 1 I i.- I #30 a I 1 #40 100 I #50 100 ao50 1 I #100 99 :- as #200 86.0 a 40 Moisture Density (M) & (D) A _ I i 1 I 1 I I- I I 1 I— 1 1 M e/. 68 30 1 1 1 1 1 1 , D, pa: i 1 i i i LL 38 20 PL 14 , PI 24 I I— I I I 11 1 1 I I D6o i I 1 - r a °8 mo - o g P. .n "— — Q a ni N -- 0 0 o O o O SIEVE SIZE, mm D10 Cu Cc Rev. 1/31/06 Figure B37 Figure B37 • • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 SARE AND ASSCJCIATES, INC. 1.00. Commaloaldwleithragalhesom GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc do Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92155 Reviewer: Sample Location: B-6 @ 4' Description: CLAY, trace sand, lean, brown AASIITO M 145 Classification: A-7-6 Group Index: 24 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay 2 -Mar -09 aws �o ' 0) 0 0 0 8 a 1+, a v1 fV �, N •; M z z z z Z z z z IAA Sieve Size % Passing % PASSING (by dry mass) > 0 0 0 0 0 0 0 0 0 2 t t t t 1 1 ,- t 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 , , 1 1 / I 1 / 1 1 i 1 i I i i 311 I ; I I I I i i i i i I 1 ; ; I ; 1 1 2n '• T ' : i i- : i 1 i i I I I i I 1" I I I II I 3/41' 1 II I! t I I I ! t : : : : : : I; : 1/2" 1 1 : 1 : L : / ! : 1 L : I 1 i : 1 : : : : ' 3/811 #4 100 I : 4 : : A : I 1 1 » I 1 I 1 1 1 1 1 1 #$ i i 1 i r : i : i i i i ; 1 , 1 ; ' #10 100 i i i ; I 1 ; #16 100 i I -F I 4- 4 I I I- i i I i I• I I I #30 I I µ I i 1 1 i I : #40 100 1 1 i i 1 I 1 , #50 100 ' 1 I = »A : : : I : #100 99 1 1 I 1 1 1 ♦ / 1 1 1 I 1 1 1 1 ' 1 I I / I I h 1 1 1 ' 1 1 #200 91.5 I 1 1 1 I i i i i I i 1 i i i I i i i i i 1 1 1 I 1 1 1 f 1 • 1 1 Moisture Density (M) & (D) : ; : ; i ; ; ; ; ; i t i I 1 1 I i I 1 I I M, %: 22.5 F I I t t I I i . I N t . t 11, Al 1. D, pcf: ' 11' : ' L : : L : : I : 41 I / I W LL 41 I 1 » : 1 1 1 1 1 1 1 1 1 / 1 PL I5 I I I .' 1 i i i i ' ; i • ., i PI 26 ' i s 11 1 i 1 r 1 i t I I I I, 60 I I I f I i 1; 1 i i 1 I i , 1 D30 ' : : : : : V iii W - o B �� $ 0 c - o rr � d do c G so c SIEVE SIZE, mm D10 Cu Cc Rev. 1/31/06 Figure B38 Figure 038 • • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 AND A551DCIAT£f. INC. G1.1.6.0.4••01••••,•44: -..h,.. GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc do Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92159 Reviewer: Sample Location: B-9 @ 9' Description: CLAY, sandy, light yellowish brown SAR£ 2 -Mar -09 aws AASHTO M 145 Classification: A-4 Group Index: 2 Unified Soil Classification System (ASTM D 2487): (CL) Sandy lean clay o c,O 00 O^ — m O VI O fV _ Q �Y 0C yyC COs yyO �6 COs PTO 6 O COs f'1 1 ^+ f•1 r,1 z z z z z z z z 2 Sieve Size to d y CO a. O !00 1 !1a 1 1 1I 111111' i / 1 F i• 1I I 1 1, 1 r 1 I 190 1 1 311 1 ; ; ; 1 1 1 1 ; 1 ' I I 1 ; 1 • 1 1 11 2 •i T i 1 I f 1 .11 '• /• 4' i ri I- I I 1" I I I 1 f I 1 -- i 1 3/4" 80 I- 1 I t -t A. 1 t 1 1 l I l , 1 . I I •. . 1. 1 / 1 1 1 1 1/2" 1 i 1 1 ---. 1 ! ! 1 1 i ! -i 1 ; ! ! 1 ! 31811 1 ! I- ; #4 100 70 1 1 •I •I I I I f 1 '♦- 1 ♦ 1 �'I"' .1 1 ♦ I I I I I I 1 I I I 1 I / 1 1 1 #8 ; ; 1 II i ; ; ; ; ; I 11 1 : 1 I 1 f 1 1 #10 100 160 I I I I:' i I 1 ; I #16 100 1 i I I I 1 1 I E I I I 1 F I #30 9 1 I I -t t I I 1 '' I I I 1 1 I 1. I I i #40 99 �50 1 t I! I 1 ! 1 I #50 98 C.) J ! ! ! S 1 ! I I .1 El I 1 1 1 1 I 1 1 1 1 #100 88 1 1 •1 1 1• 1 1 1 I 1 1 1 1 1 1 1 I I 1 1 1 I 1 #200 56.4 a40 1 , ; I ' .4 ' ' ' i i i ii i ; 1 i i i ; i` 1 I 1 T I T , 1 1 1 1 1 i Moisture Density (M) & (D) 1 ; I / ; 1— I I 1 I I 1 I' i I F II 11 I. I I M, %: 11.4 30 1 I i t f r, I I I l 1. 1 1 •1 I I I I l 1 ! ! ; 1 ; I I- I I I I D10 ,$ 11 . .- r O r` ;; 8 w C1 $ a g � oo r N N - ,— ra O P N 1, — O 0 0 0 0 O O SIEVE SIZE, mm CuO' Cc Rev. 1/31/96 Figure B39 Figure B39 Joseph Construction 7108 South Centennial, Phone: (303) A. Cesare and Technical Alton Way, Colorado 80112 220-0300; Fax: Associates, Services Building (303) B 220-0442 Inc. C S iiii " 80 70 60 0 50 x CD II 40 Pn tr.H 30 CO 20 10 . • - 0 0 10 20 30 40 Liquid 50 Limit 60 (%) 70 80 90 100 Boring Depth (ft) Gravel (%) Sand (%) Silt & Clay (%) Clay (%) Specific Gravity Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) Sample Description B-14 14 - - - - - 39 14 25 CLAY, sandy, yellowish brown NV = No Value NP = Not Plastic Project Project Name: Weld County No.: D09.030.A Land Investors, Inc. Annexation Figure B40 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B •Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • SAKE +� ryN n51OCIAT6. INC. .8eL GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: 2 -Mar -09 Project Name: Weld County Land Investors, Inc. Annexation Technician: aws Lab ID Number: 92164 Reviewer: Sample Location: B-16 @ 4' Description: CLAY, trace sand, lean, brown AASHTO M 145 Classification: A-6 Group Index: 21 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay 0 0 0 4.0 0 0 0 0 O - eo— en "Cr N m W d O OO 6 6 6 6 6 6 m N z zz Z �.z.7+r7-.-.Z.1111 Sieve Size Passing M 1 1 • 3" 90 ; ; 2" I Ii I I 1 1 1 I 1" !I I I I 3/4" 80 I I i I I 1/2" 1 i 1 f 3/8" I #4 100 70 1 i I I I #8 I I #10 C + I #16 100 1260 ° I I + i I I I • aI a f i I I I I #30 C I -I I I I 1 ' I #40 100 T I I i #50 99 '-50 ; I yy ; 1 ! 1 #100 98 1 I ) t ; #200 92.8 a a;40 I , I i ' Moisture Dcnsity (M) & (D) ' . VI II I I I I I i I I I I M,%: 21.0 30 -I I i I -I I I t D, pct: 1 , LL 39 20 PL 16 PI 23 ; I I ; 10 7 I 1 I I I I i I I I- I I D60 I I . 0 o ,8 A0 o - o — r o N 6 o 0 - - o - o 0 o SIEVE SIZE, mm D I 0 Cu CC Rev. 1/31/06 Figure B41 Figure B41 J.A.. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B •Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • ( ANO ASSOC (J. MMtt4M/ ,I4m.,MLw•eYu1- �be L*'' GRADATION PLOT - SOIL & AGGREGATE SARE/ INC. (w e.udwo �� Project Number: D09.030A, Weld County Land Investors, Inc do Northern Date: 2 -Mar -09 Project Name: Weld County Land Investors, Inc. Annexation Technician: aws Lab ID Number: 92166 Reviewer: Sample Location: B-18 @ 14' Description: CLAY, trace sand, pale yellow AASHTO M 145 Classification: A-7-6 Group Index: 22 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay 0 y o0- b CO V C. of Or N c 0 00 0 06 0 0 0 N— r Z ZZ Z Z Z Z Z Z Sieve Size % Passing 100 Y I f 1 1 a ' I I I 1 I t ! I i , , , I , , , 1 , , 1 , II , , 1 I a I, 1'.A. 3„ 90 �. i i, i i ; i i , 1!I a a a , i i : , 2r, • I t 1 at 1 I- /4 80 ;:111 1 I I 3/8" #4 100 70 ,� , 11 1 , , II i a a , , 1 , , 1 #8 ii i, 1 ; , i ' I 1 I,. #10 100Y , #16 100 fa { S • 1 I 1 ' E I t ! t #30 I I I t i 1 ' �: #40 100 d , : , : , , : -: ■ ' : ' #50 100 50 ' ■ 1:, , a , , : : : 1 , , a #100 97 a' ea so a i : 1 , •■■ a111 ■t�� II II 1 ! i 1 I 1 • #200 90.1 11 ■■ a a I , a40 i . , 1 1 , 1 , • Density (D) I'allll I-:1 t ! t 11 ! 1 M, %: 32.3 30 1! D, pet 1 1 : , 1 II',. , a , ( 1 i I LL 44 , , , , a , , 1 , , 1 , PL 21 �I, I a a, 1 a ; 1 a a 1, PI 23 a : : , a I I I 1 I ' 1 t ' ' : : : 10 , ; I , I : , a 1 , 1 1 I I I I I t D60 I I f I1 : : : 1 1 1 ' D30 a a i a a 1 1 a p , 0 o ,,,s $ a o I- O vi M r. N o r N - O 6 O O • O 0 o O O SIEVE SIZE, mm D10 Cu Cc Rev. 1/31/06 Figure B42 Figure B42 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Ir Phone: (303) 220-0300; Fax: (303) 220-0442 • GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc do Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92169 Reviewer: Sample Location: B-21 @ 19' Description: CLAYSTONE, olive AASHTO M 145 Classification: A-7-6 Group Index: 38 Unified Soil Classification System (ASTM D 2487): (CH) Fat Clay SARE SOCIATES. INC. .we 2 -Mar -09 aws 0 0 v eo0 m e a o N a m d dd d 6 o 6 d 6 i., f-.. m n z z z z z z z z z 100 .§ a 2 Passing f t t 1 t t I t I 1 I I 90 ' ' 311 I I I 211 I I I I i I I I I 1" 80 I I f I I 1 I I ! I I 3/4" 1/2" I j I . I I 3/811 Io : : 4 1 1 #4 100 I 1 I 1 1 1 1 • #8 i #10 100 5u • "e I I; l i I #16 100 I ! I 1 1 1 I I I I #30 e ; I #40 100 .0 1 #50 100 #100 100 i #200 99.0 At40 i 1 , 0 1 1 i.i Moisture Density (M) & (D) 30 I I I I I t t i t I t r.4,%: 16.3 — D,pcf 1 _. _. I I zo 1 ; LL 53 ' PL 18 I i PI 35 10 _ I 11 I I-- -I - I 1 ! I D60 I I D3.0 0 _ 8 N8 '28 e _ - o o e e o 0 6 SIEVE SIZE, mm DR,=o Cu CC Rev. 1/31/06 Figure B43 Figure 843 • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 SARE AND NWr.P0OCIAIES. INC./ ..uv cmida „p„ GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc do Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92171 Reviewer: Sample Location: B-23 @ 9' Description: CLAY, trace sand, light brown AASHTO M 145 Classification: A-6 Group Index: 21 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay 2 -Mar -09 aws O O 0 b O O 0 Or G V NI V in N m -�Y c0 6 C 0 6 6 6 O O m N ,n Z Si Z Z Z Z Z Z .nn Sieve Size Va Passing % PASSING (by dry mass)•N W L P J M •O C > O 0 0 0 0 0 0 0 0 C ? t t t t T 1---�.. I i i 1 1 1 y ; I i I i 1 i 3" i ; 1 I i \T { 2" I I I I I 1 I -I I I 1" F 1 3/4" I 11 I+ I I 1 I 1 I 1/2" i i I 3/8,1 ; i i #4 100 • I : I I , #8 I I I #10 100 I : I I r 100 i 1 i i#16 1 I 1 I F I #30 -II I I 1 I t i #40 99 ; I #50 99 , i #100 97 ; 1 ' ' ' i ' ' #200 87.6 ; i Moisture Density (M) & ry(D ) • 1 I i ii I I F-- - F i ii 1.-I I M, %: 27.0 I II 11 I I I I 1 D, pcf: i• 1 HH. I PL 14 I PI 25 ' I { I 1 1— 1 -i — I,- —F D60 1 D30 i N - ^ o c «$ `.o e :7 2ado SIEVE SIZE, mm DIo CU Cc Rev. 1/31/06 Figure B44 Figure aW • • J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 nND ASSOCIATE$. i MC. .:...v.:... la, «..w c.....nw GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: Project Name: Weld County Land Investors, Inc. Annexation Technician: Lab ID Number: 92175 Reviewer: Sample Location: B-25 @ 14' to 24' Description: CLAYS"1'ONE, with sand, gray to dark gray AASHTO M 145 Classification: A-6 Group Index: 14 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay SAKE 2 -Mar -09 aws O O .D O 9 O 4 O V.O --,+1 V V1 N V N i O 6 6 d O O O O o m — it -- m z zz z ZZZ z .Z Sieve Size Gab _ aCa V, 'n C+! 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Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B • Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • MHO aS5Y_ICIATC3. INC. I:.....r.a 14-H..q c..udwn GRADATION PLOT - SOIL & AGGREGATE SARE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: 2 -Mar -09 Project Name: Weld County Land Investors, Inc. Annexation Technician: aws Lab ID Number: 92185 Reviewer: Sample Location: B-38 @ 14' Description: CLAYSTONE, with sand, brown AASHTO M 145 Classification: A-6 Group Index: 16 Unified Soil Classification System (ASTM D 2487): (CL) Lean Clay e 0 R 00 o� Pte, a Ian 0 0 O 4O G C O G6 O O C G in N '- M 11 X ZZ z Z Z Z Z Z • •••• Sieve Size % Passing % PASSING (by dry mass) o O O 0 O 0 O 0 0 G T t t TT 7. 1• T 1 •-- I , I I I I I 1 / I. 1 1 1 I I I I 1 I 1 1 I 1 f I 1 1 II I 1 I I I I l 1 4 * I I 1 1 I I 1I I f 1 1 I 1 1 1 1 1 1 1 tl 2M 1 ii I I -i 11 i 1 1 1 811• I 14. 1 1 1 1 1 1 1 1 1 I. 44 1 1 1 I 1 1 1 1 1 1 1 'I 1 1 1 1 1 #10 I 1 1 T 1 • 1 1 1 1 1 #16 100 F I i I i � I 1 r #30. I I I t, i I I I I I ft I I : I ' #40 100 I 4 #50 100 i ..�. 1 I 1 1 I ! : 1 ` / L #100 100 I 1 1 1 1 1 I , • I 1 I 1 1- • 4 1 I I 4 4 1 . • I•#200 76.1 1 I 1 jjijI f ; 1 1 1 1 ; ; 1 1 1 1 Moisture Density (M) & (D) -1• 1 1 1 I 4 1 1 1 1 1 I I 1 4. 1 I I I I 1 M, %: 15.0 } I -. II t I • : I . l 1 1 1 1 l ; 1 I I I. D, pcf: • ' : ' I : Lt. : : 1 ! I I. j ! 1 1 I 1 - LL 40 I II II I I $ I I I I I p 1 II$ I 4 I I I 1 I 1 I I I I 1 PL 17 1 • -4 f 1 1 I ; ; I 1 I ; ti ' , PI 23 I I D6o 1 I i IlL 4. ill N e f` r n 8 =C $ 7 n = C, ti r n P � •N N C O a O O C1 r q ..I O o O SIEVE SIZE, mm D10 Cu Cc Rev. 1/31106 Figure B46 Figure 846 J.A. Cesare & Associates, Inc. / Construction Technical Services 7108 South Alton Way, Bldg. B • Centennial, Colorado 80112 Phone: (303) 220-0300; Fax: (303) 220-0442 • • SARE nNU ASSOC(ATE5. INC. e Ub GRADATION PLOT - SOIL & AGGREGATE Project Number: D09.030A, Weld County Land Investors, Inc c/o Northern Date: 2 -Mar -09 Project Name: Weld County Land Investors, Inc. Annexation Technician: aws Lab ID Number: 92190 Reviewer: Sample Location: B-41 @ 19' Description: CLAYSTONE, sandy, olive AASHTO M 145 Classification: A-7-6 Group Index: 40 Unified Soil Classification System (ASTM D 2487): CH Fat Clay 100 90 80 70 :160 E t' 50 w40 'a 30 20 10 0 M 00 z O O O r, v vl z z°. Z O 0 z tlll- a.a I ->♦��■�_ I 1 I , 1 I 1 1 • f 1 1 I I I I. I ; , ■ 1 I 1 ".■ I I 1 I I I ■ II I I „ ` 1 IIIIIIIIMIRE 1 1� • •• • I ; -- •1 1 I r ---'I I I ■■■■ C •I t I i I f I. -I II• �! I ■■� I I I I I a { ■■.. 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CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES • • Weld County Investors, Inc. Annexation Site Photographs Looking northwest from the intersection of CR 38 and CR 7 at the southeast corner of the site at a structure on the site. View facing east and showing the drainage in the northeastern corner of the site. Project No. D09.030 9030txt.A.pholos Cl JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES • • Weld County Investors, Inc. Annexation Site Photographs View facing east and showing the drainage in the northeastern corner of the site. Silty material can be seen on the sides of the drainage in places. Digging did not reveal shallow bedrock. View facing west and showing the drainage in the northeastern corner of the site. Project No. O09.030 9030txt.A.photos C2 JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES • • • Weld County Investors, Inc. Annexation Site Photographs PHOTO 5 View facing northeast and showing the pond in the northern part of the site. View facing east and showing drainage that fills the pond in the northern part of the site. Bedrock was not exposed on the banks. Project No. D09.039 9030txt.A.photos C3 JOSEPH A. CESARE AND ASSOCIATES, INC./CONSTRUCTION TECHNICAL SERVICES • • • Weld County Investors, Inc. Annexation Site Photographs View facing east and showing the western edge of the site near the dairy. This road cut has outcropping bedrock. View facing north and showing the drainage along the western edge of the site west of the farmhouse. Project No. D09.030 9030txt.A.photos C4 • _ CARROLL& LANGE PROFESSIONAL ENGINEERS & LAND SURVEYORS PREPARED FOR WELD COUNTY LAND INVESTORS, INC. C/O NORTHERN TRUST COMPANY 50 SOUTH LASALLE STREET CHICAGO, IL 60603 TOWN OF MEAD, COLORADO PHASE I DRAINAGE REPORT FORANNEXATION AND ZONING FOR WELD COUNTY LAND INVESTORS, INC ANNEXATION INITIALLY SUBMITTED MARCH 20, 2009 REVISED JUNE 2, 2009 JN: 3930 165 South Union Boulevard, Suite 156 Lakewood, CO 80228 Ph: 303-980-0200 Fax: 303-980-0917 ♦ • • • I hereby affirm that this Phase I Drainage Report for the Weld County Land Investors Inc, Annexation project was prepared by me, or under my direct supervision, for the owners thereof, in accordance with the provisions of the Town of ead Storm Drainage Criteria and Construction Standards. Brian C. Hart, PE Colorado PE No. 34735 For and on behalf of Carroll & Lange, Inc. This report was prepared by: Michael Ott, El Date • • • TABLE OF CONTENTS I. LOCATION AND DESCRIPTION OF PROPERTY A. Location 1 B. Description of Property 1 II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 2 B. Sub -Basin Description 2 III. DRAINAGE FACILITY DESIGN A. General 2 B. Hydrology 3 C. Results / Detention 3 IV. CONCLUSION A. Compliance with Standards 5 B. Drainage Concept 5 V. REFERENCES 6 APPENDICES APPENDIX A Vicinity Map Soils Maps FIRMette Map Proposed Concept Plan APPENDIX B Rainfall Calculations Historical CUHP Input Data Historical CUHP Output Data APPENDIX C Proposed CUHP & UDSWM2000 Input Data Proposed CUHP & UDSWM2000 Output Data WQCV Calculations APPENDIX D Historical Drainage Map Proposed Drainage Map • • • PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION I. LOCATION AND DESCRIPTION OF PROPERTY A. Location The Weld County Land Investors Inc. Annexation property, hereon to be referred to as "the site," is located in Section 28 and 33, Township 4 North, Range 68 West of the Sixth Principal Meridian, Town of Mead, County of Weld, and State of Colorado. The project site consists of all of Section 33 and the majority of the west half of section 28. A Vicinity Map is included in Appendix A. B. Description of Property The site encompasses approximately 836 acres of mostly undeveloped farmland with moderate weeds and grasses. The site is bounded by Weld County Road (WCR) 38 on the south, WCR 7 on the east, WCR 5 on the west, and open space on the north. Existing topography maintains a moderately sloping environment, with slopes ranging from zero to eight percent, generally from the east to the west. The site is currently being processed for annexation to the Town of Mead. The majority of the site is to be zoned as large -lot residential, with lots ranging in size from 1/2 acre to 2 acres in size. Existing topography will create natural open space, which will make up the rest of the site. The Natural Resource Conservation Service (NRCS) was consulted to determine the soil make-up of the Unnamed Drainageway drainage basin. More specifically, the online web soil survey application was used. The online application allows you to outline your area on the soil map, and then the program outlines the soil parameters. For this study, the hydrologic soil group and soil type were researched. The research revealed that the soils that make up the site are predominantly hydrologic soil groups "B" and "C." Type B soils are classified as having a moderate infiltration rate when thoroughly wet and have a fine to moderately coarse texture. Type C soils are classified as having a slow infiltration rate when thoroughly wet and typically have a fine texture. Soils maps and weighted soil types for each drainage sub -basin within the site can be seen in Appendix A. • • • PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION Page 2 II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description Historically, onsite runoff from the site travels overland and in several small drainage channels to the west where it is captured by natural ravines. From there, runoff is conveyed to the Little Thompson River, which is approximately one mile north of the site. The site does not receive any drainage from adjacent properties, as determined by review of existing topography. The site is not within a mapped 100 -year floodplain limit and no floodplain encroachments to the site exist. There is a FEMA Flood Insurance Rate Map (FIRM) — Weld County, Colorado, Community Panel Number 080266 0725 C, dated September 28, 1982 can be seen in Appendix A. B. Sub -Basin Description In order to size onsite detention ponds, the site was divided into eight historical and proposed sub -basins, which were delineated using the existing topography of the site. The proposed sub -basins match the historical sub -basin delineation since proposed grading has not been determined at this time. The proposed sub -basins have increased percent impervious values, which are based upon the proposed land use for the sub -basins. A Proposed Land Use Map can be seen in Appendix A. Percent impervious values were taken from Table RO-3, and Figures RO-3 through RO-5 of the Urban Storm Drainage Criteria Manual (USDCM), Volumes 1, 2, and 3, Urban Drainage and Flood Control District, March 2001. III. DRAINAGE FACILITY DESIGN A. General This Phase I drainage report has been prepared to present conceptual drainage plans, outline historical flow paths, and present options for proposed detention pond sizes and outlets. The report utilizes the Town of Mead's Storm Drainage Criteria and Construction Requirements, and the criteria laid out in the Denver Regional Council of Governments' Urban • • • PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION Page 3 Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2, and 3 for all drainage analysis and calculations. The Town of Mead's Storm Drainage Criteria and Construction Requirements will hereon be referred to as "the criteria," and the Urban Storm Drainage Criteria Manuals, Volumes 1, 2, and 3 will hereon be referred to as "the USDCM." The criterion requires that the proposed drainage system will be designed to safely convey the 2 -year (minor) and 100 -year (major) storm runoff for all residential areas. Given the site's large -lot design, future runoff will most likely be routed via roadside ditches and open channels to the onsite detention ponds, and then offsite in their historical flow paths. B. Hydrology Two design storms were modeled in conjunction with the existing and proposed conditions of the site. The CUHP 2000, version 1.1 computer program was used to model all sub -basins in the existing and proposed conditions. The program creates outflow hydrographs for each sub -basin based on a variety of inputs including all pertinent sub -basin and storm data. One -hour rainfall depths for the 2 -year and 100 -year design storms were derived from the Time -Intensity -Frequency Curves in the criteria and equation RA -3 of the USDCM. Those values were calculated to be 1.01 inches and 2.72 inches respectively. Sub -basin data input into the CUHP model included the following: basin size, length, distance from beginning to centroid, weighted percent impervious, slope, time of concentration (if basin size is less than 90 acres), average maximum depression storage on pervious and impervious surfaces, initial and final infiltration values, and Horton's exponential decay rate coefficient, equal to a value of 0.0018. All inputs were taken from or calculated in accordance with the criteria, and can be seen in Appendix B, along with copies of all of the reference material utilized. C. Results / Detention In order to determine the maximum release rate for the proposed detention ponds, the historical 2 -year and 100 -year runoffs had to be calculated. Historical sub -basins were delineated into designations H1 —H8 based on • • • -- P6 - 55 - - -- -- -�I 17 168 - - P8 21 ; --- 216 P7 PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION Page 4 existing topography. Table 1 below shows the results, while the CUHP output file can be seen in Appendix C. TABLE 1 Sub -Basin 2 -Year Runoff (cfs) 100 -Year Storm (cfs) H1 1 I 173 H2 __.__ 1 — 44 H3 1 2 i 178 H4 1 I 153 H51 — — -- _-------- 157 H6 2 244 H7 ; 1 H8 1 78 127 For the proposed conditions, the same sub -basin delineations were used in conjunction with increased percent impervious values, and results can be seen below in Table 2. TABLE 2 Sub -Basin 2 -Year Runoff (cfs) 100 -Year Storm (cfs) 47 406 107 49 414 P2 — - -- 12 P3 P4 i 42 363 P5 T_ -._... —- — 2 25 467 Detention ponds are proposed to capture runoff for each of the sub -basins at the approximate location where historical runoff is conveyed off -site. The CUHP generated outflow hydrographs for the proposed conditions were then input into the UDSWM2000 computer program. The UDSWM2000 program takes the input hydrographs and routes the flow through the offsite and onsite sub -basins using conveyance elements. However, for this case the UDSWM200 program was only utilized to calculate the required detention volumes given the release of the ponds are equal to the 2 -year and 100 -year historical runoff values. The following inputs were required for the model: type (detention or inflow hydrograph), number of tabular pairs • • PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION Page 5 (given a type was specified), conveyance element type (pipe, channel, etc.), bottom width or diameter, length, slope, side slopes, Manning's coefficient, depth when full, and tabular pair inputs. The values input into the model can be seen in Appendix B. The CUHP and UDSWM2000 output files can be seen in Appendix C. The proposed conditions runoff values are included in the CUHP output file. The Water Quality Capture Volume (WQCV), for each of the ponds, was calculated using the equation listed on page SQ-25 in volume 3 of the USDCM. Those values were added to the required detention volumes for a total detention/water quality required volume. The WQCV calculations can be seen in Appendix C. Table 3 below lists the 100 -year required detention pond volumes and allowable release rates. TABLE 3 Sub - Basin Pond Element 100 -Year Volume (Acre -ft) WQCV Volume (Acre -ft) Total Volume (Acre -ft) 100 -Year Release Rate (cfs) P1 P2 P3 P4 P5 P6 P7 P8 301 302 303 304 305 306 307 308 12.2 3.9 10.3 10.7 3.4 8.7 4.4 4.4 2.08 14.28 0.61 4.51 1.80 12.10 1.84 12.54 0.96 4.36 1.96 10.66 0.76... 5.16 0.91 5.31 173 44 .....-.... 178 153 157 244 78 127 Detention pond outfall locations will be located as close to their historical location as possible. Historical and proposed conditions drainage maps can be seen in Appendix D. IV. CONCLUSION A. Compliance with Standards This report was prepared in accordance with the Town of Mead's Storm Drainage Criteria and Construction Requirements, and the criteria laid out in the Denver Regional Council of Governments' Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2, and 3. • • • • PHASE I DRAINAGE REPORT FOR ANNEXATION & ZONING FOR WELD COUNTY LAND INVESTORS INC. ANNEXATION Page 6 B. Drainage Concept No adverse affects to surrounding properties are anticipated from the development of this site. Drainage facilities will be designed to convey, release, and protect the quality of stormwater runoff, up to and including the 100 -year storm event, in a safe manner to protect life and limit damage to property. V. REFERENCES 1. Soil Survey of Weld County, Colorado, U.S. Department of Agriculture, Soil Conservation Service and Forest Service. 2. Flood Insurance Rate Map No. 080266 0725 C, Federal Emergency Management Agency, National Flood Insurance Program, September 28, 1982. 3. Storm Drainage Criteria and Construction Requirements, Town of Mead, Colorado, January 1998. 4. Urban Storm Drainage Criteria Manual Volumes 1, 2, and 3, Urban Drainage and Flood Control District, March 2001. • • APPENDIX A Vicinity Map Soils Maps FIRMette Map Proposed Concept Plan • VI?tI NP' �, IY rT \ P 1950 • • 11 _ 2 ago r �_!zV r r- - -- - --- ✓� X21 .i ;., J� �,�y 1S Nice ;AO N 38 __pro 5050 m-5,50 L7d 1" = 2000' I Carroll & Lange PHONE W0)29,-5633 Pax Wu 9CMP0IXi-39lGE. CO. 5062 Soil Map —Weld County, Colorado, Southern Part (Mead 820 Properly) • • 40' 17' 23" 40° 15 38" 498300 498500 498900 499200 498300 498600 498900 499200 499500 499800 500100 500400 Map Scale 1 15,400 if printed on A see (8 5" x 11") sheet. • N Meters 0 100 200 400 600 Feet 0 500 1,000 2,000 3,000 499500 499800 500100 500400 40' 17 23" 40' 15' 30" USDA Natural Resources Web Soil Survey 2.1 a Conservation Service National Cooperative Soil Survey 1/23/2009 Page 1 of 3 • r a c d L 00 Co O -o o 1O n 0 0 • oa` Uo T N cc0 0 co o aco �I a 2 U) • MAP INFORMATION MAP LEGEND o a ` o m o ° w v E i° = N 0 N a 3 F to _ U 'O o U) O N N J O O !� U a N ) a m o C N N N y L -O. C tO C O E r. p J r N O = p v N U 0 O N.0 O E x E w TO `C O o (o a)a0 w w Z 5,2 U CO OD 5C -= p] a N co V° z O O t N 3 a C Q q N s O d NO E U `—_' Z O O •- . 3 m i° •E7, a N m 0) V= a C1°5N d a 0 N2 .- 7 U.o o Qa c o i° i al a) N >..,u_ m 0 a '≥ N ]O N a O T 3 0 � a v c o 0 3 C Oi o E >-• m a, o 0o..i E o o a)0 E a m CC t E a U o m a d o w O m a) m y 3 JD" t E U co J i N o N O CO S] Z d' a) N a) O N O U a o m E c 0 .. m .- m N 0 t. >` 0 O) 0 A E O En a) Dc >, C N aa) 7. vl E2 05 TJ 7.2 Oc Nj () 11 D QO m `75- 'O pa o d 0 `o = m 'o Q rn o 'O a j N O N J U N O a N J T ' O =) O- a w m m 6 0> co cu m m a rn E F a E rn ›.-@ U F 5 CO O) o F B E 0 Soil Map Units Special Line Features Special Point Features Closed Depression 0 w 0 a o N (o O Streams and Canals Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water 0 O O a • X . ® G A x > 00 w 0 0 a w = m N N fn o 0 N c 2 N a co W o n CO CO CO N to CO V) CO ICI CO o. 0 ) N ' a a 2 N C T V v z, J CO m o 0 O o a O mU 3� 0 Z N 0 N •E O .) N 0 O cc!! m y J V1 a 0 O 2 U 0 • • • Soil Map —Weld County, Colorado, Southern Part Mead 820 Property Map Unit Legend Weld County;..Colgrado,Southerr<:Palit .(C0618) _. Map Unit Symbol .. Map Unit Name:;:'; Acree in`A01_ ': percent of'AOI , 17 26 .42 .61 65 .79 80 82 Colby loam, 5 to 9 percent slopes 95.9 Haverson loam, 1 to 3 percent slopes —t— 6.0 Nunn day loam, 1 to 3 percent slopes I 254.1 i Tassel line sandy loam, 5 to 20 percent 91.6 i slopes IThedatund loam, 3 to 9 percent slopes 45.4 11 Weld loam, t to 3 percent slopes 24.5 h' 83 85 Totals for Area of Interest r - ! Weld loam, 3 to 5 percent slopes 40.4 • Wiley -Colby complex, 1 to 3 percent slopes 165.4 Wiley -Colby complex, 3 to 5 percent slopes 94.4, Water 0.7 — -' - _ --------•- 818.4 11.7% 11.2% 5.5% 3.0% 4.9% 20.2% 11.5% 0.1% 100.0% USDA Natural Resources Conservation Service Web Soil Survey 2.1 National Cooperative Soil Survey 1/23/2009 Page 3of3 Soil Properties and Qualities —Weld County, Colorado, Southern Pad (Mead 820 Property) • • 40' 17' 23" 40' 15' 38' 498300 498600 498900 499200 499500 499800 500100 500400 • 498300 498600 498900 499200 Map Scale 115,400 rf printed on A see (8 5" x it"(sheet Meters 0 100 200 400 600 0 500 1,000 2,000 Feet 3,000 499500 USDA Natural Resources Web Soil Survey 2.1 a Conservation Service National Cooperative Soil Survey 499800 500100 500400 1/23/2009 Page 1 of 4 40° 17' 23" C a C 5 0 O 0 D m O U • MAP INFORMATION MAP LEGEND Map Scale: 1:15,400 if printed on A size (8.5" x 11") sheet. O n O0) C o R E N N a= 0 01 D N N N UU O "0O m 3 C o N U L N D 6. N` C m C E co co CO J C N o 20 N n o c m t � 0mE CU o o N a 0 n o o v w E y > c m 0 0 y m r ..: Oa d Z❑ z o .. 0 E m 3 n C J Q m a c 0 O— Co U —`o Z 0 o r n t Co c Q 0 aan� O Ua m 0g Qa T co j 3 C V 03 TLL O �a D d O c oc00 3 cof ETm a� o 0 0 E 0 Jc t w .0-CL E a .n °' �t2 on U wa a> w 0 0 5. d d m o y o"£ m N O Co jp J N i9 , y L F - C d N a 2� a) —_ m O N O 9i aD D `. V T d N O N N N O .5> a) C N > N OI d ro d (0 E O :O T J a O c O J® N D a� N L O n a HTE 0) a � o y m m nm •�^ v at O- N D a c N L D D; oc ow z N N N U D CO - a N (n Q] O'a O N .C m a10i 00 0 0 E d 'o 0 Co r E m E H a E 03U r-5 v9O) (, P, E t 0 Q v O 0 Q to CD Q 0 4 Soil Map Units O a< ;n110110 d I Not rated or l •9_ N 0 U E O ± N U LL '3o. N N O D E C y O C t n C Co Interstate Highways D o Cr a a 2 O O ' r1 N • • • Soil Properties and Qualities —Weld County, Colorado, Southern Part Mead 820 Property Soil Properties and Qualities Soil Properties and. Qualities —Summary by Map. Unit — Weld County, Colorado, Southern Part Map unit symbol Map unit name Rating Acres in AOl Percent of AOI. 17 26 42 Colby loam, 5 to 9 percent slopes B Haverson loam, 1 to 3 percent I B slopes Nunn clay loam, 1 to 3 percent C slopes 95.9 6.0 254.1 61 Tassel fine sandy loam, 5 to 20 D 91.6 percent slopes 65 I Thedalund loam, 3 to 9 percent C 45.4 slopes I —_ 4 79 Weld loam 1 to 3 percent slopes I C I 24.5 3.0% 80 Weld loam, 3 to 5 percent slopes'.. C I40.4 11 4.9% 82 Wiley -Colby complex, 1 to 3 B 165.4 20.2% percent slopes 11.7%', 0.7% 83 85 Wiley -Colby complex, 3 to 5 B 94.4 11.5% percent slopes Water Totals for Area of Interest 0.7 0.1%' 818.4 100.0%'. USDA Natural Resources Conservation Service Web Soil Survey 2.1 1/23/2009 National Cooperative Soil Survey Page 3 of 4 Soil Properties and Qualities —Weld County, Colorado, Southern Part Mead 820 Property • • • Description Hydrologic sail groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Lower USDA a Natural Resources Conservation Service Web Soil Survey 2.1 1/23/2009 National Cooperative Soil Survey Page 4 of 4 • CS LS.601 00LLSb6 0 Ca 8 Co 8 03 03 0) 009LSt6 009 LSbb 00bLS66 00£LS00 00ZLSbb COLLS66 000LSbb 0069S66 00L LS 66 009 LSbb 009 L9bb DOPLS6b 00£LS6b 00ZLSbb 00LL9bb 00016bb 0069566 0009566 8 0 0) 0 (31 00995170 .ZS .6S .VOL Z 05.0 sm LL 0 N- • ✓ a E me 5 0 In O -o O O U_ T • C y J O D aD o a 0 CD In U 0) 0 0 S • MAP INFORMATION MAP LEGEND Map Scale: 1:6,520 if printed on A size (8.5" x 11") sheet. a CL O m NE m m J U a U m m 00". `0 N w E o N m N • N O E L • U O m T m c O m E o m o m 5 m c • O J > E coN O 75 D O 0 0 m m m • m • a E 0 O Z m ma (n 0 C O U m 2 TO c0 N j NZ U Z Uill') 0 ro N 0 0 0 CC To Is J Z D 0 m m o U O N d 0 o c a) v) Do • mo 4>U n O w m < rc • — Co 0 0 m it t a m a 0- 0 C C0 C m m L 0 0 O Uoo Z 0 0 Z a CD O o. - N o r D U o to d TLL r N D 0 Date(s) aerial images were photographed: O D � Q m U U O O ) (O o O N m rs U O 0 L m • m m c o �m Q m0 m a 0 CL E 2 m 0 D D • m r D CO D am a E L N c W o 0 O a >` J m• O O ac o a L y L a a J t p 0'O m m m E m E • P n a m Not rated or not a Political Features a o c E a ll ,E2 N N n ¢ o C v O }} SS ?i H Ir co 0 ' ( N Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 1 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 42 80 Nunn clay loam, 1 to 3 percent � C slopes Weld loam, 3 to 5 percent C slopes 83 Wiley -Colby complex, 3 to 5 ' B percent slopes ' Totals for Area of Interest Description 102.4 66.5% 0.4 51.1 153.9 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 0.3% 33.2% 100.0% USDA a Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 1 • • • USDA iY Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Lower Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 zip • L m a E m r 0 0 O a m O U c C CC N ca O 006LS66 90CLS66 002LS66 00l 566 000(566 906LS66 00C (s66 00ZLS66 00 Ls66 000/566 0069566 0069566 z o Z 0 a 2 " 0 Lio > a)a a) z, J'r O0 V) Q aU Ca N U `co o 0 LC O CD ;0 ID2 N y) O C as N0 20 a IL • \0 a96) • MAP INFORMATION MAP LEGEND Map Scale: 1:4,820 if printed on A size (8.5" x 11") sheet. d at 1:24,000. 01 co 0 E co co co r !:co c\ \\\ /} )(<\ \co CO D\{} : co a= -7 4©:� §$: \. a/ f /5:7 a• l 23 !» \C �f:\ O • iii \\ \� °-\ co r --co �( [\ §) It \ \k CL— ,\ ») ,t ' -o `\\ -_ \) a< f)\3 H 75 )E 'CO• \ }\ \\ } \\/\ O Soil Map Units re ammoom O O Not rated or not a o Interstate Highways : 0 ` ;{f 0- m .92 Ili co e {) CO 0 co q • • Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 2 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part Map unit symbol I Map unit name 42 Nunn clay loam, 1 to 3 percent C slopes 82 I W ley -Colby complex, 1 to 3 ' percent slopes 83 Wley-Colby complex, 3 to 5 percent slopes 85 Water i Totals for Area of Interest Description B B Rating Acres in AOI 39.5 Percent of AOl 86.3% 0.4 I 0.9% 5.9 12.9% ..-0.0 0.0%I 4571. __.. 100.0% • Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 2 • • Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff- None Specified Tie -break Rule: Lower • USDA Natural Resources S Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 to • r CL 0 O 0 co O a 0 0 TM C C J y 0 0 O O a 00L 9S t0 8 8 8 8 8 8 00C 8599 0009596 006 /Sit 008/Sit 00LLS40 009/909 005/544 009(549 006/S99 000[999 0008899 006/596 009/500 00L /SOP 009/599 009/599 009LS99 DOS (500 006/500 8 In Fot 8 cb 6 .50L t▪ ai ▪ �o 7.09 Co Co Z cD NL 8L JL o O( O'0 N co ZC off • • • to 0 L MAP INFORMATION MAP LEGEND Map Scale: 1:6,540 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. tri gel co 0 _: !=f 0 § #2 cu 'co { [ 45 to CV 2 }[ §/5 O \ \ {\) 7CL / $ )� \{)0 co \\ \! {Co [\/\ Tv u T2 15 o \\ \ Es � )\�( t {0\ \\ a0 08 iv c -_)3L<€i. CD 5 aECto }\ \} { ERE CO 75 ELI co o Not rated or not available a. Transportation Rails ..v Interstate Highways US Routes rEi CO co co co 0 oC To q Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 3 • Hydrologic Soil Group Hydrologic Soil Group— Summary by Map. Unit — Weld County, Colorado, Southern Part Map unit symbol . Map unit name Rating I Acres in AOI L Percent of AOI 17 Colby loam, 5 to 9 percent i B slopes 42 Nunn clay loam, 1 to 3 percent I C slopes I 61 Tassel fine sandy loam, 5 to 20 I D percent slopes 80 Weld loam, 3 to 5 percent C slopes 82 Wley-Colby complex, 1 to 3 I B percent slopes 83 !Wiley -Colby complex, 3 to 5I, B percent slopes I Totals for Area of Interest • • USDA Natural Resources a 20.5 729' 24.3 2.7 15.9% 56.7% 18.9% 2.1% -1 6.7 1.5 5.2% 1.2% 126.6 100.0% Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 3 • • • Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff' None Specified Tie -break Rule: Lower USDA Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 • ..55 SS .VOL r a a C r 5 0 U 0 m 0 U CC CC N 0 0 0 o, 0 T •,,91 .l SOl 0099501, 0008599 00Z0591, 0009S91, 008LS99 009[51,0 009[599 0098509 0008S99 0008S91, 0000599 000LS99 0092599 .55 65 .501- Map Scale t 9200 if printed on A size (8 5' x 11') sheet .91 .L SOC 009LS99 8 8O 10 • • • MAP INFORMATION MAP LEGEND Map Scale: 1:9.200 if printed on A size (8.5' x 11") sheet. The soil surveys that comprise your AOl were mapped at 1:24,000. 0) N N E ca m t cam N N J 2 m a • a o o .- O m a w C v> rnE N W S, :C. N O — V N L_ c u; CD m ro 'o m E O O O 5 N I O N v a^ 0 tom co'::: 55 j r N 0 00 r J n c as Z F- la 'o ▪ o d m o E U N Z • o r r 3 N m C L N N fl N N C N o 0 L r J V 0 o Q a N J N N V TLL O N "O a N S y 3 0 3 of E? m a) o y ant 0 0 o c n N E a o XC r d U.N N '13 0 0° O • ? J N a N N ry¢ = N o > 3 aItil .C6 a) N !Q.' N O 7 E c °' a) a) � E 0 '0) N a 5 .c 166: o 5 co d y m E o :o m O C a) jf/1 N'O <� N 0-0 QL O O (n 0 j C N 0 N 4 N Nic. .J E ry O= N "O 2 Q N t "O JN NU'Oa UI o) 0o N 6a �a0N�-ZwEEd al O O O L 0 O JLOa E u)5O I --c CO® o H u `O N v00 0 a) O O O m< < m 0 0 0 I N Not rated or not available N U a E O w lion Rails Interstate Highways US Routes 0 at To 0 0 0 OJ N N • • • Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 4 Hydrologic Soil Group Hydrologic Soil Group —Summary by Map Unit — Weld County, Colorado, Southern Part Map unit symbol I Map unit name 17 !42 Rating Acres in AOI Percent of AOI 61 Colby loam, 5 to 9 percent B slopes Nunn clay loam, 1 to 3 percent C slopes Tassel fine sandy loam, 5 to 20 D percent slopes 80 Weld loam, 3 to 5 percent C slopes 82 Wley Colby complex, 1 to 3 B percent slopes 83 Wiley -Colby complex, 3 to 5 B percent slopes Totals for Area of Interest 26.2 21.5 _I. 12.01 50.4 3.3 134.5 19.5% 15.7% 16.0% 37.4% 2.4%7 100.0% USDA Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Pan Sub -basin 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff None Specified Tie -break Rule: Lower USDA Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Sub -basin 5) 40'16'59' 498500 498500 498600 498700 498800 498900 499000 499100 N 498600 498700 Map Scale 144204 printed on A size (85"x11")sheet 0 40 ea 160 0 150 300 498800 Meters 240 Feet 600 900 498900 499000 499100 40'16'59" 40° 16' 29" USDA Natural Resources Conservation Service Web Soil Survey 2.1 National Cooperative Soil Survey 1/26/2009 Page 1 of 4 • • • a a) L O N 0 -o N O O U_ T. J on U Dn ) J �' a 0 0 0 Co 0 -o MAP INFORMATION MAP LEGEND Map Scale: 1:4,420 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. n `o co co E i° O v O O r u .. m a a o co y '` E t' N C a, v = O O O O _ 5 N c Co O y a Tm O N oo co o z< z CL1 CU O CC aN N E 0.(2 p o N O Z V O r Lo v o r D U n m o3c TLL F) `°� N E o J= Le a O o c v CC.C2 2n U o 'a N D 0 a) N vv > N N J2 H > n Z E c y c d 0 cov 4. v N N a O C N j q N Q O mE W 0 J c N` O O TO C O N z Q N = ix U D D. W (n ai 0 0 = n 0 0 a E W 00 Hn [OW Soil Map Units m CZ O i Date(s) aerial images were photographed: O) W 2 L 0 .O N c O E o c rn E O = V d T/15 O N N � d N � � .J E yJj o L '-‘0 co c O 4_0a Q OO 0 D 6 y v vn En m N n a) T co n E m E L D c ._ N O 0 o O) o c O O T 3 O o c nn L C y " n D D 'Cm ZO. O 0.d N v E m E COE 4 — p ❑ ❑ Q LO CO U U El ea a z Streams and Canals Transportation +1+ Rails rV Interstate Highways ... US Routes O o 0 c N O v a Ni yO' • • • Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 5 Hydrologic Soil Group Hydrologic Soil -Group— Summary by Map Unit Weld County, Colorado, Southern Part Map unit symbol Map unit name, Rating Acres in AOI Percent of AOl 17 Colby loam, 5 to g percent B slopes 61 Tassel fine sandy loam, 5 to 20 D I percent slopes 79 ! Weld loam, 1 to 3 percent C slopes 82 Wley-Colby complex, 1 to 3 B percent slopes li I Totals for Area of Interest Description 18.8 F 22.8 33.6 i 40.7% 4.8 i 25.3 30.7% 82.51 100.0%I. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 5.8% USDA Natural Resources Conservation Service Web Soil Survey 2.1 1)26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado. Southern Part Sub -basin 5 • • • Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Lower USDA Natural Resources a Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Sub -basin 6) • • • 40° 16' 43" 40° 15' 0" 499300 53, 499400 499500 499600 499700 499300 499400 499500 499600 499700 499800 499900 500000 500100 Map Scale 16230 R punted on A size (85"x11'}sheet Meters 0 50 100 200 300 0 200 400 USDA Natural Resources Conservation Service 800 Feet 1,200 499600 Web Soil Survey 2.1 National Cooperative Soil Survey 499900 500000 500100 40° 16 43" Fr 40°16'0" 1/26/2009 Page 1 of 4 • • MAP INFORMATION MAP LEGEND o. E W N > A O O D d N 0 Z N O 9 co0 o D d J It p a E 0 m `c O d a T2 s v v ° 3 COa o J z v O E U `r N Q L N O M N O v Q J m i O C c 3 0 0 0 O N O N v a v • H c E u D O. V N 0 N N E M 5 v 2 E N co 2 N i n t !O p O CN N J (Q d N >. O to v U O O O c 'o v J 0(n:5 a. w m o Eao M CO H EE co 3 0 m a d N 0 Z Q CO E o3 O v a 9 a w v " `v H 0 00 0 N N -0 J C 0 O O 2 Cr_ > r 5 Date(s) aerial images were photographed: W 1E L 3 p N 3 c N J C 0 ,n m E O Y N co E .o O 0 N O N S U O L 3 w m � O Q D a La > m a d E - E� m N L v r„-• a n�E a) p O N O N o ' 0 = O D >` N p c a na L O a r W v v E m E F E o ❑ ❑ C Q m mooO ❑ D Not rated or not available N To o O Interstate Highways Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 6 • • • USDA Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part Mapunit symbol ' I : Map unit name 17 Rating Acres in AOl Percent of AOl ' Colby loam, 5 to 9 percent slopes 42 Nunn clay loam, 1 to 3 percent C slopes 80 I Weld loam, 3 to 5 percent 1C slopes 82 !Wiley -Colby complex, 1 to 3 B percent slopes 83 Wiley -Colby complex, 3 to 5 B percent slopes Totals for Area of Interest 25.6 23.4 25.8 32.8 36.6 144.1 17.8% 16.2% 17.9% 22.7% 25.4% 100.0%�,'. Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 6 • • Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Lower • USDA Natural Resources a Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Sub -basin 7) 498700 498800 498900 499000 499100 499200 499300 499400 499500 499600 499700 40' 115.. 40°1010' 498700 498800 498900 499000 499100 499200 499300 499400 499500 499600 499700 N A Map Scale 1 7 270 if pnnlecl on A s¢e (85- x 1O) sheet Meters 0 50 100 200 300 0 250 500 1.000 Feet 1,500 40-17' 5' 40°16'16" USDA Natural Resources r Conservation Service Web Soil Survey 2.1 National Cooperative Soil Survey 1/26/2009 Page 1 of 4 • • • r co a 0 r 0 N 0 N O 0 0 -n c to =to o a U -0 .L!) m J a 0 U 0 U) O 0) 0 -o I MAP INFORMATION MAP LEGEND Map Scale: 1:7,270 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. O or E 0 G o 1 O Q c E `a 2 t N > W N, to To gi o Cu 0 3 c o 5 >et, -o d oop o dar. c co c N W J � N o — U CO c' m r 'N m E U O J d O n O a 0 o >c2 U U m Sro. y N N° co m o J Z < m v L O d E O t 3 o m c �z — 17 o co N J O W t T LL O �a -O O. c 3 0 3 V E 0 o c O >` N vaN E Joc n d�E-0 m C 2 0 0 U o N a v m To r H ' a 9 d co o m N A N N L O c d . Z N —_ m .30 N 0 O 7 N a) A O O'OI y C > — 0)m 10 is E TJ a) N d O O O c N j (D a -Op Q N L 0 a T O 2 VI 0 J C O N O c N `� N O O C O N z a O t a 9 O co N O N -O O_ U1 (ja a) N O 6 d ea co co g a 0 m> O ° E W E a E rn 3 U � voi CO ;° E o E 0 0 O (n O c cow 0 a CZ O ❑ ❑ ❑ a m o o ❑ D 0 Not rated or not available Streams and Canals Interstate Highways ' 2 f3 o 0 ¢ c 5 _ co o J 2 0 0 0 CV CO CU CM ry 0 0 0 N N N J a7 z col III Hydrologic Soil Group —Weld County, Colorado, Southern Pad Sub -basin 7 • • • USDA Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit —Weld County, Colorado, Southern Part Map unit symbol I Map unit name 61 Tassel fine sandy loam, 5 to 20 D percent slopes 65 Thedalund loam, 3 to 9 percent C slopes 79 Weld loam, 1 to 3 percent slopes C 82 Wiley -Colby complex, 1 to 3 B percent slopes 85 Water Totals for Area of Interest L Description Rating Acres in AOI I Percent of AOI 12.9 6.5 0.0I 41.2 21.0% 10.6% 0.0% 67.3% 0.6 I 1.0% 61.1 100.0% Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 7 • • • USDA ars Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.' None Specified Tie -break Rule: Lower Natural Resources Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Sub -basin 8) 40°17 18" 40°16' 42' ctJ 498700 498800 498900 499000 499100 499200 499300 499400 N 498700 498800 498900 499000 Map Scale 1.5 240 it panted on A size P35" a 11"I sheet 0 50 100 200 Meters 300 499100 0 200 400 Feet 800 1,200 499200 499300 499400 40'17 18' 40°164Z' USDA Natural Resources Web Soil Survey 2.1 Conservation Service National Cooperative Soil Survey 1/26/2009 Page 1 ot4 • O • MAP INFORMATION MAP LEGEND Map Scale: 1:5.240 if printed on A size (8.5" * 11") sheet. O d O co o E N ✓ N J U a) a) co n a o N E d d `m - N O E r 0 u O d d ▪ d o n 0 O ✓ 0 co a d T O O E N d d O d N N d m m r d d H a E U8 _ O) Z N d = J O O aC Nl T N O O z O H Z U :O Zr) 'OO ▪ d ' 3 c O O y p N 2 To I5 J Z D E T v w J � O o c V O • d N�O U J CC a 0 c te ro N O a r co a E d L J �co O O a O N O o^ U m TLL C o c U y d O 0 d a`C T O d J T 5D �U Date(s) aerial images were photographed: o O O) 2 IS y 3 c o O u) c m E O S d N 'o co E N.OO 5d 5 0 -' E U N E O d c N O Q a 6 O Ema En m N a d 0 • o o E C c pN O co'- O O) N C O O O o a nn c.n m O O o C w Z o O n d co E E E E L F OU O U U O Not rated or not available Streams and Canals OD O O c N z J CO U) =A • • Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Sub -basin 8 ;: Hydrologic Soil Group— Summary. by Map Unit - Weld County; Colorado,° Southern. Part; : ; • Map:unit symbol: : Map unit name Rating Acres in AQ! Percent of Aal 47 a n a oo_ 26 i Haverson loam, 1 to 3 percent B : slopes 61 j Tassel fine sandy loam, 5 to 20 ID • percent slopes • 65 i Thedalund loam, 3 to 9 percent I C slopes • 79 j Weld loam, 1 to 3 percent slopes j C j 19.9 • 5.6 0.2 38.8 82 i Wiley -Colby complex, 1 to 3 B 10.3 f percent slopes I I Totals for Area of Interest j 77.7 I • USDA Natural Resources r Conservation Service 7.2% 0.2% 49.9% 25.6% 13.2% 100.0% Web Soil Survey 2.1 National Cooperative Soil Survey 1126/2009 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Sub -basin 8 • • • Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Lower USDA Natural Resources ® Conservation Service Web Soil Survey 2.1 1/26/2009 National Cooperative Soil Survey Page 4 of 4 8 0 I I I oa ow a ^ i z kgca o¢ a 0 o Azov tnw MO a CD Wi��-1$ OO4 WQ =� OW ag c. co TCr W f- H a federal emergency management agency ov E JZ 2 O E E r- +d oh> N F m 6 s E 0 E /7 ----------I N U w z O N M % i BOG 4'qQ 9'�iS. N Ptio 0 N d N Q M MD/O saw/oy 0 ueid laeouop :uolleo!Jddv ,00S=.1 :wog ueid :O1eO UOISMM 6002 •9 Aavna93d :elea CZ O � Q LU z O w a ( J o zna 0 o Z-&° en a Q M = UF- u_N co UAW° u) OU a >W C' DEVELOPMENT STANDARDS E I TOTAL < m I 38.1 AC Pubic Use 5.5 AC Open Space n < a -7g . . . . . . . . . . . . . . . . I138.4 AC Open Space_ . . u 3 P. E u 2 AC 188' v a "41 u 3 FligH t bR'R� m a 0 V AREA ALLOWABLE LAW USES TOTAL SNGLEFAbtY DETACHED IMS LOT SEE(r$ LOT FRONTAGE (m1 tt g 2gg HI ih!'E< g. SLOG SERARAK cf. 6 g N e' , db'W NV1d 1d9ONOO M NV1d 1d33NO3 s N M L OVO?7 A1N0OO avow Amin 2 =�r ou U 0& < 0001 o0s 6.p 600We0ZO 1. ..ld ldaoud] loo-i0M\:b°.7.O0\CVO\010 Rl un.0 PPM \li00A\:H u,d6L z - 600L '60 0a1 • APPENDIX B Rainfall Calculations Historical CUHP Input Data Historical CUHP Output Data • 2 -year Storm Time of Concentration Intensity (in/hr) * 1 -hour Point Rainfall ** 5 3.50 1.03 10 2.70 1.00 20 2.00 1.02 30 1.60 1.02 40 1.35 1.03 50 1.15 1.01 60 1.00 0.99 Average = 1.01 100 -year Storm Time of Concentration Intensity (in/hr) * 1 -hour Point Rainfall ** 5 9.40 2.77 10 7.25 2.68 20 5.35 2.72 30 4.30 2.74 40 3.60 2.73 50 3.10 2.72 60 2.70 2.67 * Intensities taken from the Time -Intensity -Frequency Curves in the criteria ** Calculated from equation RA -3 of the USDCM • Average = 2.72 RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) 4.0 INTENSITY -DURATION CURVES FOR RATIONAL METHOD To develop depth -duration curves or intensity -duration curves for the Rational Method of runoff analysis take the 1 -hour depth(s) obtained from Figures RA -1 through RA -6 and multiply by the factors in Table RA -4 to determine rainfall depth and rainfall intensity at each duration. The intensity can then be plotted as illustrated in Figure RA -15. TABLE RA -4 —Factors for Preparation of Intensity -Duration Curves Duration (minutes) 5 10 15 30 60 Rainfall Depth at Duration (inches) 0.29P, 0.45P, 0.57P, 0.79P1 1.0P, Intensity (inches per hour) 3.48P, 2.70P, 2.28P, 1.58P1 1.0P, Alternatively, the rainfall intensity for the area within the District can be approximated by the equation: 28.5P, — (1.0 + T,, )0.786 in which: / = rainfall intensity (inches per hour) P1 = 1 -hour point rainfall depth (inches) T, = time of concentration (minutes) (RA -3) <------ RA-6 01/2004 Urban Drainage and Flood Control District • • • O a Y co co 0 CO C N co m Cu U O w 2 Soil Breakdown 0000 O CO O (O N (O CO h IC N- 0 O O 7 00000 t0 O 7 r 7 M o (\ rm n tO t0 I.: 1f) m 33.2% 0 CO CO 0 COOM'Cl- N N 0 O) N 0 Co LO 0 to (O 0 ( (O 0 7 N 0 N 7 Soil Type (Soil Identification Number, Hydrologic Soil Group) Wiley Colby Complex (acres) CO CO N CO r N M O N N. CO LO CO to N 7 O) O N 7 CO O 265.5 Weld Loam (acres) U O M coN O) N 7 O N. N( o co 7 CO O rn O> r m to (O Thedalund Loam (acres) U N co 6.5 m M co V Tassel Fine Sandy Loam (acres) O COr co N tO• r N (O • CO CO 12.9 I N O (n OO)) Nunn Clay Loam (acres) it 102.4 in of co 72.9 r N 23.4 259.3 Haverson Loam (acres) I 26-B CO tri CO Lei Colby Loam (acres) CO to O N 26.2 CO (U r (fl t0 N 3.0 Totals I 836.92 I 94.1 @ N y Q d U Q H 154.22 7 0 ci 7 O 0 M cr.co (O 9 r O) CO r 145.02 co O Ni (O M N N I -- C U 'N @ o m (n I J CO _ 2 H2 H3 H4 c0 2 LH I co I @ 0) c0 C U N a) >, aco L Q S N (I) J 'O O N >' @ LE" H J @ O 0) To w o C C 0 N co C N N J L N c w L • C co 'C —Cu ) J O' C N U) t O C 175 N E CO C _T U) co @ C co _6 U J O) CO O @ C -O L T _ L 3 Cu °a 0 0 m o a Q o C IA CC J N -O 0 5 5 fl C J - N L • r o C CO • CD C L • Q) F O O N ' Z un N N N X @ @ N a w Z O ; H Z - W U O : • . LL U= 0 O� W i FINAL Hydrologic Tc Soil Group C Coefficients O O j 0 0 O O V O CO O 6 N `Lk0 6 CO 6 0 V 0 K 0 r a 0 up n O rrrrr- o 0 0 0 0 rrr 0 0 0 E00000000 _ o 0 N 0 N 0 N 0 N 0 N 0 N 0 N 0 N 0 U 0 CO aD 0 N o 0 C` r 0 0 a 0 0 V 0 0r CO O 0 0 h N- m 0 N a co 0 co r 22.3% 0 V rn Y) 0 LI N 0 in O) vi CD 0 ro a CD 0 M N N Z_ M T V CO N N 01 0) N V n Ti N a r N TRAVEL TIME I To CHECK (T1) (URBANIZED BASINS; TOTAL LENGTH (12) I r N V 0 n CO O. CD V 4845 I CO 0 N O) r CO N.- n CO CD N CO a 0 F 0 0 c r -' a r co V W 0 CO r 0) N 01 N v CO V 0 0 CO 0 52.7 F p r " 0 N 0) V 0 CO O N N N m 00 r n CO 0 O LO CO CO u) a V W0 m u COD O u0i O CO O 0[O O CO r 0) O CO 0 m 6 W 0- O 0 J N m 0 0) r 0 C0 r 0 O CO 0 o C0 0 U V 0 co CO 0 CO N 0 O) vi LENGTH Ft (7) N CO CD N N 0) CD CO 4545 2363 0) r N r r N CO n CO INITIAUOVERLAND TIME (Ti) F 0 CO tO O CO LO V N V .- V CO V 0) V N V SLOPE (5) 0 r 0 CO r 0 O CO 0 0 Ch 0 N V 0 CO a 0 CD N 0 0) CO I ~ LL Nt Z W J 300 300 O CO a CO 300 300 a COO O SUB -BASIN DATA 0 0 U >. N4 M 0.14 r O V r O DI .- O 0.12 r O r O V O Q Q CC a N N N r O CD CO CD O CO O CO N O r 0 CND 78.23 DESIGN: (1) L N 2 CO 2 V 2 ID 2 CD 2 N 2 CO 2 U 0 0 N no N I - E 0 N O CO J 0 0 C O CO J 0 CO 0 T 0 0 0 O 0 O 0 0 C O >+ C) c U C 13 ID O 1 I > N W 5073 I 5070 00100000 0 NL0'VO 0 0 0 ) CO 0 NV 0) C o m a) W N N N 0d r ID r IS) CO V Y) O I() 0 D r Y) LO 0 LO N Nv> 0 LO 0 U C O CO O in crIO U 6 I 2217 J 826 I O) V ' 2003 a N �rrm V LO C-) O t C J -N V I 3176 0)I() COC V V 2663 I 0) N C) I 3277 CO IL.- CO a c y.- COco n22222222 N CO V I) CD N- N O 0 6 0 •2a2 w FU E 0 T.) O 7 a — N o y) L O O U O a E C 0 CO O N O O O CD CO O to cv `0 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall -runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manua/. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, te, consists of an initial time or overland flow time, t;, plus the travel time, t„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non - urban areas, the time of concentration consists of an overland flow time, t;, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, t,, of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non -urban areas: t =ti + it in which: to = time of concentration (minutes) t, = initial or overland flow time (minutes) t, = travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, t;, may be calculated using equation RO-3: t. - 0.3951.1—05)✓L So.33 in which: r, = initial or overland flow time (minutes) C; = runoff coefficient for 5 -year frequency (from Table RO-5) (RO-2) (RO-3) 06/2002 RO-5 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L= length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t,, which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V=CSos in which: V= velocity (ft/sec) = conveyance coefficient (from Table RO-2) S = watercourse slope (ft/ft) Table RO-2—Conveyance Coefficient, C. Type of Land Surface Conveyance Coefficient, C. Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 (RO-4) The time of concentration, to, is then the sum of the initial flow time, t;, and the travel time, t„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point (i.e., initial flow time, t;) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. RO-6 6/2002 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF t = L +10 180 (RO-5) in which: 4 = maximum time of concentration at the first design point in an urban watershed (minutes) L= waterway length (ft) Equation RO-5 was developed using the rainfall -runoff data collected in the Denver region and, in essence, represents regional "calibration" of the Rational Method. The first design point is the point where runoff first enters the storm sewer system. An example of definition of first design point is provided in Figure RO-2. Normally, Equation RO-5 will result in a lesser time of concentration at the first design point and will govern in an urbanized watershed. For subsequent design points, the time of concentration is calculated by accumulating the travel times in downstream drainageway reaches. 2.4.4 Minimum Time of Concentration Should the calculations result in a 4 of less than 10 minutes, it is recommended that a minimum value of 10 minutes be used for non -urban watersheds. The minimum 4 recommended for urbanized areas should not be less than 5 minutes and if calculations indicate a lesser value, use 5 minutes instead. 2.4.5 Common Errors in Calculating Time of Concentration A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower portion of the catchment or a highly impervious area produces a larger peak than that computed for the whole catchment. This error is most often encountered when the catchment is long or the upper portion contains grassy parkland and the lower portion is developed urban land. 2.5 Intensity The rainfall intensity, I, is the average rainfall rate in inches per hour for the period of maximum rainfall of a given recurrence frequency having a duration equal to the time of concentration. After the design storm's recurrence frequency has been selected, a graph should be made showing rainfall intensity versus time. The procedure for obtaining the local data and drawing such a graph is explained and illustrated in Section 4 of the RAINFALL chapter of this Manual. The intensity for a design point is taken from the graph or through the use of Equation RA -3 using the calculated 4. 2.6 Watershed Imperviousness 06/2002 RO-7 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) Table RO-5— Runoff Coefficients, C RUNOFF Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46_ 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08. 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30. 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 06/2002 Urban Drainage and Flood Control District RO-11 HP INPUTS for 2 & 100 YEAR STORMS Final Infiltration !in/hrl ** co CO LO 66666666 V r CO N N (O 0) 0 (O CO N )f) CO CO LO CO CO (O V N (f) + T 00 r 00 CO CO CO CO CO CO CO 0 0 0 0 0 0 0 0 000000000 L0 0 0 0 0 0 0 0 Intial Infiltration (in/hr) ** CO (D (O r N CO 0 3.364 0) 0 CO CO 0 of N V N CO CO CO O) O CO C) C) C) C) C) V Avg. Depression (Impervious) * n n n 0.075 0.075 n n 0.075 O O O O O O O O O O Avg. Depression (Pervious) * V V V 7 ' V V nt I 0I 0.1222 I 0.6015 I 0.1892 I 2.0% 13.9% I 52.7 I 0.4 0 0 0 0 0 0 0 Time of Concentration (min) C) a N O) N C) O 0)0) N 6N) N (D IISTORICAL CU Q o C o 0 0 o C O p C) O O N CO CD (n r r CO CO 7 CO N E0000000 — O O O O O O o 0 N N N N of N N I Distance to Centroid (Miles) 0.2555 0.3794 0.2377 (Pd- CO N C) (O CO V =0 r CO 71-,- N N 66 66 Length (Miles) (O t) CO CO V P-- O 0 r 0 N V CO 0 CO 0 N r 0 0 (V I-- (O N CA (O CD CO 6666666 Area (Sq. Miles) O V CO (N O CO 0 _ 0 CO 'V N (O N V N O r N N O) C Y O N N r N 0 D 0 0 0 0 0 0 c C)0- 5Or N C) V (O O n C E c — mm CO S 2 2 2 2 2 2: 0 cO 00 0 OD L _c O r O0 a a H H E E O - u_ LL C C 2 I1 --.0.-: C O O O N O i n LU CO CO 0 0 0 U O 0 0 0 O O O Intial Infiltration ** a (O O CO V C) Hydrologic Soil Group < cc Type C/D N ad 0) T H H Soil Breakdown O ≥ CO CO 0 N COn Cb 0 n n 0 CO 004 17 0 O 7 0 r CO 0 O N(O CO 0 P- n m 0 N CO CO 0 W CO 22.3% 0 V O) (O 0 II) C) N 0 (O CO 0 0 CO CO 0 (n V N ii c m p lui _ t H2 S H4 2 2 5 2 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) • • 3.2.2 Depression Losses Rainwater that is collected and held in small depressions and does not become part of the general surface runoff is called depression loss. Most of this water eventually infiltrates or is evaporated. Depression losses also include water intercepted by trees, bushes, other vegetation, and all other surfaces. The CUHP method requires numerical values of depression loss as inputs to calculate the effective rainfall. Table RO-6 can be used as a guide in estimating the amount of depression (retention) losses to be used with CUHP. Table RO-6—Typical Depression Losses for Various Land Covers (All Values in Inches) (For Use With CUHP Method) Land Cover Range in Depression (Retention) Losses Recommended Impervious: Large paved areas 0.05 - 0.15 0.1 Roofs -Flat 0.1 - 0.3 0.1 Roofs -sloped 0.05 - 0.1 0.05 Pervious: Lawn grass 0.2 - 0.5 0.35 Wooded areas and open fields 0.2 - 0.6 0.4 When an area is analyzed for depression losses, the pervious and impervious loss values for all parts of the watershed must be considered and accumulated in proportion to the percent of aerial coverage for each type of surface. 3.2.3 Infiltration The flow of water into the soil surface is called infiltration. In urban hydrology much of the infiltration occurs on areas covered with grass. Urbanization can increase or decrease the total amount of infiltration. Soil type is the most important factor in determining the infiltration rate. When the soil has a large percentage of well -graded fines, the infiltration rate is low. In some cases of extremely tight soil, there may be, from a practical standpoint, essentially no infiltration. If the soil has several layers or horizons, the least permeable layer near the surface will control the maximum infiltration rate. The soil cover also plays an important role in determining the infiltration rate. Vegetation, lawn grass in particular, tends to increase infiltration by loosening the soil near the surface. Other factors affecting infiltration rates include slope of land, temperature, quality of water, age of lawn and soil compaction. As rainfall continues, the infiltration rate decreases. When rainfall occurs on an area that has little antecedent moisture and the ground is dry, the infiltration rate is much higher than it is with high antecedent moisture resulting from previous storms or land irrigation such as lawn watering. Although RO-20 6/2002 Urban Drainage and Flood Control District • • • RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) Table RO-7—Recommended Horton's Equation Parameters NRCS Hydrologic Soil Group Infiltration (inches per hour) Decay Coefficient —a Initial j Final —fa A 5.0 1.0 0.0007 B 4.5 0.6 0.0018 C 3.0 0.5 0.0018 D 3.0 0.5 0.0018 To calculate the maximum infiltration depths that may occur at each time increment, it is necessary to integrate Equation RO-8 and calculate the values for each time increment. Very little accuracy is lost if, instead of integrating Equation RO-8, the infiltration rate is calculated at the center of each time increment. This "central" value can then multiplied by the unit time increment to estimate the infiltration depth. This was done for the four NRCS hydrologic soil groups, and the results are presented in Table RO-8. Although Tables RO-7 and RO-8 provide recommended values for various Horton equation parameters, these recommendations are being made specifically for the urbanized or urbanizing watersheds in the Denver metropolitan area and may not be valid in different meteorologic and climatic regions. Table RO-8—incremental Infiltration Depths in Inches* Time in Minutes** NRCS Hydrologic Soil Group A B C and D 5 0.384 0.298 0.201 10 0.329 0.195 0.134 15 0.284 0.134 0.096 20 0.248 0.099 0.073 25 0.218 0.079 0.060 30 0.194 0.067 0.052 35 0.175 0.060 0.048 40 0.159 0.056 0.045 45 0.146 0.053 0.044 50 0.136 0.052 0.043 55 0.127 0.051 0.042 60 0.121 0.051 0.042 65 0.115 0.050 0.042 70 0.111 0.050 0.042 75 0.107 0.050 0.042 80 0.104 0.050 0.042 85 0.102 0.050 0.042 90 0.100 0.050 0.042 95 0.098 0.050 0.042 100 0.097 0.050 0.042 105 0.096 0.050 0.042 110 0.095 0.050 0.042 115 0.095 0.050 0.042 120 *B d 0.094 0.050 0.042 ase on central value of each time increment m Horton s equation. ** Time at end of the time increment. RO-22 6/2002 Urban Drainage and Flood Control District (f>NP /NPvT Dk74 - KX/ST/,JGi • • • 3930 -Mead 820 Existing Conditions 2 Mead 820 Historical Analysis 01 2-yea002 1.01 02 100-yea100 2.72 110102 5.1 001H1 .241.7805.4199 2. .01997.30 110102 5.2 002H2 .0704.6015.3008 2. .01391.40 110102 5.3 003H3 .2088.7706.3853 2. .0376.50 110102 5.4 004H4 .2142.9176.4588 2. .0392.90 110102 5.5 005H5 .1276.5044.2522 2. .04541.20 110102 5.6 006H6 .2266.6097.2186 2. .03854.30 110102 5.7 007H7 .097.6206.2847 2. .02666.50 110102 5.8 008H8 .1222.6015.1892 2. .03952.70 E .40 .40 .40 .40 .40 .40 .40 .40 .0753.498.0018 .0753.206.0018 .0753.335.0018 .0753.891.0018 .0753.802.0018 .0753.988.0018 .075 4.02.0018 .0753.364.0018 Page 1 .533 .514 .522 .559 .553 .566 .568 .524 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C UHF D c>TP ✓r 't7/cYk - t x / S TI.uC7 • • • 3930 -Mead 820 Existing Conditions 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 1 Mead 820 Historical Analysis BASIN ID: 1 -- BASIN COMMENT: H1 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .24 .78 .42 COEFFICIENT (REFLECTING TIME TO PEAK) .156 THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 2.00 .0190 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .270 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 20.84 12.85 97.30 564.63 136.08 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 16.65) WIDTH AT SO = 53. MIN. WIDTH AT 75 = 28. MIN. K50 = .24 K75 = .32 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. INFILTRATION = 3.50 IN./HR. DECAY = .00180/SECOND TIME UNIT HYDROGRAPH 0. 5. 10. 15. 0. 32. 85. 122. TIME 70. 75. 80. 85. UNIT HYDROGRAPH 59. 54. 50. 46. Page 1 = .08 IN. FNINFL = .53 IN./HR. TIME UNIT HYDROGRAPH 140. 145. 150. 155. 18. 17. 15. 14. • • • 1 3930 -Mead 820 Existing Conditions 20. 136. 90. 42. 160. 13. 25. 131. 95. 39. 165. 12. 30. 118. 100. 36. 170. 11. 35. 105. 105. 33. 175. 10. 40. 101. 110. 30. 180. 9. 45. 94. 115. 28. 185. 9. 50. 86. 120. 25. 190. 8. 55. 78. 125. 23. 195. 0. 60. 70. 130. 21. 0. 0. 65. 64. 135. 20. 0. 0. BASIN ID: 1 -- BASIN COMMENT: H1 STORM NO. = 1 ***"* DATE OR RETURN PERIOD = 2 -yea l===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .23 .00 .00 .00 1.02 .00 .00 .00 I .02 .23 .00 .00 .00 .00 .000 .04 I .15 .00 .00 .00 1.04 .00 .00 .00 I .04 .15 .00 .00 .00 .00 .000 15. .08 I .11 .00 .00 .00 1.01 .00 .07 .00 I .11 .11 .00 .00 .00 .00 20. .16 I .08 .08 .00 .00 1.00 .01 .15 .00 1 .21 .08 .13 .00 .00 .00 025. 20 25 I .07 .19 .00 .00 .00 .01 .24 .00 I .33 .07 .27 .00 .00 .00 I .000 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .00 1 .19 .06 .00 .00 .13 .01 I .007 35. .06 1 .05 .01 .00 .00 1.00 .00 .06 .00 I .08 .05 .00 .00 .03 .00 .002 40. .05 1 .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 01 045. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 i .04 .05 .00 .00 .00 .00 .000 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 00 060. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 65. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 70. .02 ( .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 75. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 80. .02 1 .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 1 .03 .04 .00 .00 .00 .00 .000 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 95. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 100. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 Page 2 • .000 110. .000 115. .000 120. .000 3930 -Mead 820 Existing conditions .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I .00 I .00 I 1.17 .011 TIME (MIN.) 5. 10. 15. 20. INCHES .36 .00 .00 .08 .05 1.04 .00 1.53 STORM HYDROGRAPH 0. 0. 0. 0. TIME (MIN.) 25. 30. 35. 40. STORM HYDROGRAPH 0. 0. 1. 1. TIME (MIN.) 45. 50. 55. 60. .40 .00 .18 .01 STORM HYDROGRAPH 1. 1. 1. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .011 VOLUME OF EXCESS PRECIP = .14 ACRE PEAK Q = 1. CFS TIME OF PEAK = INFILT.= 3.50 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET -FEET 50. MIN. FNINF = ._ .08 IN. 53 IN/HR -••A WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A = Q= .01 .7 INCHES/HOUR 154.2 ACRES 1. CFS BASIN ID: 1 BASIN COMMENT: H1 * STORM NO. = 2 DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC 5. .03 .000 10. .08 .000 15. .13 .000 20. .22 I===TOTAL PERV AREA==I=DIR CON IMP AREA --I 1 98.% OF TOTAL I 0.% OF TOTAL I I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR 1 INF STOR PREC I .23 .00 .00 I .15 .00 .00 I .11 .02 .00 I .08 .14 .00 PRECISTOR PREC PRECIPREC .00 I.03 .00 .00 .00 I .03 .00 1.05 .00 .03 .00 1.00 .01 .12 .00 1.00 .01 .21 Page 3 .00 .00 I .00 I .09 .17 .29 100 -yea RECEIVING PERV AREA 6.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC .23 .00 .00 .00 .15 .11 .08 .00 .06 .21 .00 .00 .00 .00 .00 .00 PRECI .00 I .00 I .00 I .00 I 3930 -Mead 820 Existing Conditions • • • .000 25. .079 30. .623 35. .330 40. .170 45. .122 50. .091 55. .064 60. .065 65. .065 70. .011 75. .011 80. .000 85. .000 90. .000 95. .000 100. .000 105. .000 110. .000 115. .000 120. .000 .38 .68 .38 .22 .17 .14 .11 .11 .11 .05 .05 .03 .03 .03 .03 .03 .03 .03 .03 .03 .07 .06 .05 .05 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .25 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .07 .62 .33 .17 .12 .09 .06 .06 .06 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .06 .58 .30 .16 .11 .08 .06 .06 .06 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02 .03 .02 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .36 .00 .65 .00 .36 .00 .21 .00 .16 .00 .13 .00 .10 .00 .10 .00 .10 .00 .05 .00 .05 .00 .03 .00 .03 .00 .03 .00 .03 .00 .03 .00 .03 .00 .03 .00 .03 .00 .03 .00 .51 .90 .51 .29 .22 .18 .14 .14 .14 .07 .07 .04 .04 .04 .04 .04 .04 .04 .04 .04 .07 .06 .05 .05 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .14 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .30 .84 .45 .24 .18 .13 .10 .10 .10 .03 .03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02 .05 .03 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3.14 1.631 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. .40 1.61 1.49 .08 .15 2.92 .00 4.15 .40 .00 2.51 .14 STORM HYDROGRAPH 0. 0. 0. 0. 3. 27. 73. 121. 154. 170. 173. TIME STORM (MIN.) HYDROGRAPH 85. 90. 95. 100. 105. 110. 115. 120. 125. 130. 135. 136. 124. 114. 104. 96. 88. 81. 74. 68. 62. 57. Page 4 TIME (MIN.) 165. 170. 175. 180. 185. 190. 195. 200. 205. 210. 215. STORM HYDROGRAPH 35. 32. 29. 27. 25. 23. 21. 19. 18. 16. 14. • • • INCHES 3930 -Mead 820 Existing Conditions 60. 170. I 140. 53. I 220. 65. 169. I 145. 48. I 225. 70. 165. I 150. 45. I 230. 75. 158. I 155. 41. I 235. 80. 148. I 160. 38. I 240. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 20.96 ACRE - PEAK Q = 173. CFS TIME OF PEAK = INFILT.= 3.50 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET. 9. 6. 4. 3. 2. EXCESS PRECIP. = 1.631 FEET 55. MIN. FNINF = .53 IN/HR = .08 IN. *** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A = .52 2.0 INCHES/HOUR 154.2 ACRES Q = 157. CFS U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS Mead 820 Historical Analysis BASIN ID: 2 -- BASIN COMMENT: H2 AREA LENGTH OF BASIN DIST TO CENTROID (SQMI) (MI) (MI) .07 .60 THIS DATE 1998 1 2/ 6/2009 AT TIME 8:18 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) .30 2.00 COEFFICIENT (REFLECTING TIME TO PEAK) .156 BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 .0130 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .224 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (AF) Page 5 (CFS/SQMI) (CFS) • • • 3930 -Mead 820 Existing Conditions 19.73 91.40 499.80 3.75 35.19 ^^°` NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 14.15) 1 WIDTH AT 50 = 60. MIN. WIDTH AT 75 = 31. MIN. K50 = .20 K75 = .27 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.21 IN./HR. DECAY = .00180/SECOND FNINFL = .51 IN./HR. TIME 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. UNIT HYDROGRAPH 0. 9. 23. 33. 35. 33. 29. 25. 25. 26. 24. 22. 20. 19. BASIN ID: 2 TIME UNIT HYDROGRAPH 70. 75. 80. 85. 90. 95. 100. 105. 110. 115. 120. 125. 130. 135. 17. 17. 16. 16. 15. 15. 14. 14. 13. 13. 12. 12. 11. 11. BASIN COMMENT: H2 '` STORM NO. = 1 - •• •• •• DATE OR RETURN PERIOD = TIME 140. 145. 150. 155. 160. 165. 170. 175. 180. 185. 190. 195. 0. 0. UNIT HYDROGRAPH 2 -yea 11. 10. 10. 10. 9. 9. 9. 8. 8. 8. 8. 0. 0. 0. I===TOTAL PERV AREA==I=DIR CON IMP AREA I RECEIVING PERV AREA I 98.% OF TOTAL I0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .21 .00 .00 .00 1.02 .00 .00 .00 1 .02 .21 .00 .00 .00 .00 .000 10. .04 I .14 .00 .00 .00 1.04 .00 .00 .00 I .04 .14 .00 .00 .00 .00 I .000 15. .08 I .10 .00 .00 .00 1.01 .00 .07 .00 I .11 .10 .01 .00 .00 .00 I .000 20. .16 I .08 .08 .00 .00 1.00 .01 .15 .00 I .21 .08 .14 .00 .00 .00 I .000 25. .25 I .06 .19 .00 .00 1.00 .01 .24 .00 I .33 .06 .26 .00 .02 .00 I .001 30. .14 I .05 .09 .00 .00 1.00 .01 .13 .00 1 .19 .05 .00 .00 .13 .01 I .008 35. .06 I .05 .01 .00 .00 .00 .00 .06 .00 I .08 .05 .00 .00 .03 .00 I .002 Page 6 • • • 3930 -Mead 820 Existing conditions 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 01 045. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 50. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 55. .03 1 .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 60. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 65. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 70. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 75. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 80. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 85. .02 I .04 .00 .00 .00 1 00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 90. .02 I .04 .00 .00 .00 100 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 95. .02 I .04 .00 .00 .00 100 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 100. .02 I .04 .00 .00 .00 100 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 105. .02 1 .04 .00 .00 .00 100 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 110. .02 1 .04 .00 .00 .00 00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 115. .01 I .04 .00 .00 .00 100 .00 .01 .00 I .01 .04 .00 .00 .00 .00 000 0. .01 1 .04 .00 .00 .00 100 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .000 1.17 .38 .00 .00 .08 .05 1.04 .00 1.53 .40 .00 .21 .01 .012 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. TIME STORM TIME STORM (MIN.) HYDROGRAPH (MIN.) HYDROGRAPH 10. 0. I 15. 0. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .012 VOLUME OF EXCESS PRECIP = .05 ACRE-FEET PEAK Q = 0. CFS TIME OF PEAK = 45. MIN. INFILT.= 3.21 IN/HR DECAY = .00180 FNINF = .51 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .01 I = .8 INCHES/HOUR A = 45.1 ACRES Q = 0. CFS 1 BASIN. ID: 2 -- BASIN COMMENT: H2 Page 7 • • • 3930 -Mead 820 Existing Conditions -••* STORM NO. = 2 =•••- DATE OR RETURN PERIOD = 100 -yea ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .21 .00 .00 .00 1.03 .00 .00 .00 I .03 .21 .00 .00 .00 .00 I .000 .08 I .14 .00 .00 .00 .05 .00 .03 .00 I .09 .14 .00 .00 .00 .00 0115. 0 13 I .10 .02 .00 .00 1.00 .01 .12 .00 I .17 .10 .06 .00 .00 .00 20. 22 .08 .14 .00 .00 1.00 .01 .21 .00 I .29 .08 .21 .00 .00 .00 0225. 0 38 I .06 .23 .08 .08 1.00 .02 .36 .00 I .51 .06 .12 .00 .32 .02 .095 30. .68 I .05 .00 .63 .58 1.00 .03 .65 .00 I .90 .05 .00 .00 .85 .05 .626 35. .38 I .05 .00 .33 .31 .00 .02 .36 .00 I .51 .05 .00 .00 .46 .03 32 340. .22 I .05 .00 .17 .16 1.00 .01 .21 .00 I .29 .05 .00 .00 .24 .01 .172 45. .17 I .05 .00 .12 .11 1.00 .01 .16 .00 I .22 .05 .00 .00 .18 .01 .124 50. .14 I .04 .00 .09 .08 1.00 .01 .13 .00 I .18 .04 .00 .00 .14 .01 .093 55. .11 I .04 .00 .07 .06 1.00 .01 .10 .00 1 .14 .04 .00 .00 .10 .01 .066 60. .11 I .04 .00 .07 .06 1.00 .01 .10 .00 I .14 .04 .00 .00 .10 .01 .066 65. .11 i .04 .00 .07 .06 1.00 .01 .10 .00 I .14 .04 .00 .00 .10 .01 .066 .05 1 .04 .00 .01 .01 1.00 .00 .05 .00 I .07 .04 .00 .00 .03 .00 .012 75. .05 1 .04 .00 .01 .01 1.00 .00 .05 .00 I .07 .04 .00 .00 .03 .00 .012 80. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 85. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 90. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 95. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 100 00. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 105. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 1 .04 .04 .00 .00 .00 .00 .000 110. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 1115. 10 03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 120. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 3.14 1.665 .40 1.65 1.52 .08 .15 2.92 .00 4.15 .40 .00 2.54 .14 Page 8 3930 -Mead 820 Existing Conditions • • • TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. INCHES STORM HYDROGRAPH 0. 0. 0. 0. 1. 8. 21. 33. 41. 44. 44. 43. 43. 44. 43. 41. TIME (MIN.) 85. 90. 95. 100. 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. 155. 160. STORM HYDROGRAPH 38. 35. 33. 31. 30. 28. 27. 26. 25. 24. 23. 22. 22. 21. 20. 20. TIME STORM (MIN.) HYDROGRAPH 165. 170. 175. 180. 185. 190. 195. 200. 205. 210. 215. 220. 225. 230. 235. 240. 19. 18. 18. 17. 16. 16. 15. 15. 14. 14. 13. 8. 5. 4. 3. 2. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) EXCESS PRECIP. = 1.665 VOLUME OF EXCESS PRECIP = 6.25 ACRE-FEET PEAK Q = 44. CFS TIME OF PEAK = 50. MIN. INFILT.= 3.21 IN/HR DECAY = .00180 FNINF = .51 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A = .53 2.0 INCHES/HOUR 45.1 ACRES Q = 49. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS Mead 820 Historical Analysis BASIN ID: 3 BASIN COMMENT: H3 1 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .21 .77 .39 2.00 .0300 5.00 COEFFICIENT (REFLECTING TIME TO PEAK) 156 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 .264 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 Page 9 • • 3930 -Mead 820 Existing Conditions CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 16.92 76.50 11.14 703.10 146.81 -••'' NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 14.59) 1 WIDTH AT 50 = 43. MIN. WIDTH AT 75 = 22. MIN. K50 = .24 K75 = .32 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.34 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 0. 48. 113. 145. 142. 125. 111. 104. 93. 83. 73. TIME UNIT HYDROGRAPH 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. 105. 65. 59. 53. 48. 43. 39. 35. 31. 28. 25. 23. BASIN ID: 3 -- BASIN COMMENT: H3 *-** STORM NO. = 1 ••• TIME INCR %EFFITOTAL MIN PREC 5. .02 .000 10. .04 .000 15. .08 .000 20. .16 .000 25. .25 .001 30. .14 DATE OR RETURN PERIOD = TIME UNIT HYDROGRAPH 110. 115. 120. 125. 130. 135. 140. 145. 150. 155. 160. 2 -yea 20. 18. 17. 15. 13. 12. 11. 10. 9. 8. 0. ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF INF .22 .15 .10 .08 .06 .06 STOR .00 .00 .00 .08 .19 .09 PREC PRECISTOR .00 .00 1.02 .00 .00 1.04 .00 .00 1.01 .00 .00 1.00 .00 .00 1.00 .00 .00 1.00 PREC .00 .00 .00 .00 .00 .07 .01 .15 .01 .24 .01 .13 Page 10 PRECIPREC .00 I .02 .00 I .04 .00 I .11 .00 I .21 .00 I .33 .00 I .19 INF .22 .15 .10 .08 .06 .06 STOR .00 .00 .00 .14 .26 .00 STOR .00 .00 .00 .00 .00 .00 PREC .00 .00 .00 .00 .01 .13 PRECI .00 I .00 I .00 I .00 I .00 .01 • • • 3930 -Mead 820 Existing Conditions .007 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .00 I .08 .05 .00 .00 .03 .00 02 040. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 .001 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 50. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 55. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 60. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 65. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 70. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 0775. 0 02 I .04 .00 .00 .00 .00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 00 080. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 95. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 100. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 110. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 1115. 10 01 i .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .000 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .000 .012 1.17 .37 .00 .00 .08 .05 1.04 .00 1.53 .40 .00 .20 .01 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 0. 20. 0. TIME STORM (MIN.) HYDROGRAPH 25. 0. 30. 0. 35. 1. 40. 1. TIME STORM (MIN.) HYDROGRAPH 45. 2. 50. 1. 55. 1. 60. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .012 VOLUME OF EXCESS PRECIP = .13 ACRE-FEET PEAK Q = 2. CFS TIME OF PEAK = 45. MIN. INFILT.= 3.34 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK Page 11 • • • 3930 -Mead 820 Existing Conditions MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. 1 RATIONAL FORMULA C = .01 I = .9 INCHES/HOUR A = 133.6 ACRES Q = 1. CFS BASIN ID: 3 BASIN COMMENT: H3 ••- STORM NO. = 2 DATE OR RETURN PERIOD = 100 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 1 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .22 .00 .00 .00 1.03 .00 .00 .00 I .03 .22 .00 .00 .00 .00 .000 10. .08 I .15 .00 .00 .00 1.05 .00 .03 .00 I .09 .15 .00 .00 .00 .00 0115. 0 13 I .10 .02 .00 .00 1.00 .01 .12 .00 I .17 .10 .06 .00 .00 .00 .000 20. .22 I .08 .14 .00 .00 1.00 .01 .21 .00 I .29 .08 .21 .00 .00 .00 .000 25. .38 I .06 .24 .08 .07 1.00 .02 .36 .00 I .51 .06 .13 .00 .31 .02 .088 30. .68 I .06 .00 .62 .58 1.00 .03 .65 .00 I .90 .06 .00 .00 .85 .05 .625 35. .38 I .05 .00 .33 .31 1.00 .02 .36 .00 I .51 .05 .00 .00 .45 .03 31 340. .22 I .05 .00 .17 .16 1.00 .01 .21 .00 I .29 .05 .00 .00 .24 .01 .171 45. .17 I .05 .00 .12 .11 1.00 .01 .16 .00 I .22 .05 .00 .00 .18 .01 .124 50. .14 I .04 .00 .09 .08 1.00 .01 .13 .00 I .18 .04 .00 .00 .14 .01 .092 55. .11 I .04 .00 .06 .06 1.00 .01 .10 .00 I .14 .04 .00 .00 .10 .01 .065 60. .11 I .04 .00 .06 .06 1.00 .01 .10 .00 I .14 .04 .00 .00 .10 .01 .066 65. .11 I .04 .00 .07 .06 1.00 .01 .10 .00 I .14 .04 .00 .00 .10 .01 .066 .05 I .04 .00 .01 .01 1.00 .00 .05 .00 I .07 .04 .00 .00 .03 .00 12 075. .05 I .04 .00 .01 .01 .00 .00 .05 .00 I .07 .04 .00 .00 .03 .00 .012 80. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 85. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 90. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 95. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 100. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 Page 12 • • 105. . 000 110. . 000 115. .000 120. . 000 3930 -Mead 820 Existing .03 I .04 .00 .00 .00 1.00 .00 .03 .03 I .04 .00 .00 .00 1.00 .00 .03 .03 I .04 .00 .00 .00 1.00 .00 .03 .03 1 .04 .00 .00 .00 1.00 .00 .03 Conditions .00 I .04 .00 .00 .00 .04 .04 .04 .04 .04 .04 .04 .00 .00 .00 .00 . 00 .00 .00 . 00 .00 .00 .00 .00 .00 I .00 I .00 I .00 I 3.14 1.650 .40 1.63 1.51 .08 .15 2.92 .00 4.15 TIME STORM (MIN.) HYDROGRAPH 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. INCHES 0. 0. 0. 0. 4. 40. 99. 149. 173. 178. 175. 172. 167. 159. TIME STORM (MIN.) HYDROGRAPH 75. 80. 85. 90. 95. 100. 105. 110. 115. 120. 125. 130. 135. 140. 146. 133. 120. 108. 97. 87. 78. 70. 63. 57. 51. 46. 41. 37. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 18.38 ACRE - PEAK Q = 178. CFS TIME OF PEAK = INFILT.= 3.34 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET. TIME (MIN.) 145. 150. 155. 160. 165. 170. 175. 180. 185. 190. 195. 200. 205. 210. .40 .00 2.53 .14 STORM HYDROGRAPH 34. 30. 27. 24. 22. 20. 18. 15. 9. 6. 4. 3. 2. 1. EXCESS PRECIP. = 1.650 FEET 50. MIN. FNINF = .52 IN/HR = .08 IN. "" WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A = .52 2.3 INCHES/HOUR 133.6 ACRES Q = 163. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 1 Mead 820 Historical Analysis Page 13 • • BASIN ID: 4 3930 -Mead 820 Existing Conditions -- BASIN COMMENT: H4 AREA LENGTH OF BASIN DIST TO CENTROID (SQMI) (MI) (MI) IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) .21 .92 .46 2.00 .0300 5.00 COEFFICIENT (REFLECTING TIME TO PEAK) .156 THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .265 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 20.01 11.42 92.90 581.04 124.46 "' NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 16.80) WIDTH AT 50 = 52. MIN. WIDTH AT 75 = 27. MIN. K50 = .23 K75 = .32 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. INFILTRATION = 3.89 IN./HR. DECAY = .00180/SECOND TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 31. 82. 115. 124. 118. 105. 94. 91. 84. 76. 69. TIME 65. 70. 75. 80. 85. 90. 95. 100. 105. 110. 115. 120. UNIT HYDROGRAPH 57. 52. 48. 44. 40. 37. 34. 31. 29. 26. 24. 22. Page 14 = .08 IN. FNINFL = .56 IN./HR. TIME 130. 135. 140. 145. 150. 155. 160. 165. 170. 175. 180. 185. UNIT HYDROGRAPH 19. 17. 16. 15. 13. 12. 11. 10. 10. 9. 8. 0. • • • 1 3930 -Mead 820 Existing conditions 60. 62. I 125. 20. I 0. BASIN ID: 4 STORM NO. = 1 ---•• -- BASIN COMMENT: H4 DATE OR RETURN PERIOD = 2 -yea 0. I I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 1 .26 .00 .00 .00 .02 .00 .00 .00 I .02 .26 .00 .00 .00 .00 I .000 10. .04 I .17 .00 .00 .00 1.04 .00 .00 .00 I .04 .17 .00 .00 .00 .00 I .000 15. .08 I -.12 .00 .00 .00 1.01 .00 .07 .00 I .11 .12 .00 .00 .00 .00 I .000 20. .16 I .09 .07 .00 .00 .00 .01 .15 .00 I .21 .09 .13 .00 .00 .00 I .000 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .00 I .33 .07 .26 .00 .00 .00 I .000 30. .14 I .06 .08 .00 .00 100 .01 .13 .00 I .19 .06 .01 .00 .12 .01 I .007 35. .06 I .05 .01 .00 .00 100 .00 .06 .00 1 .08 .05 .00 .00 .03 .00 I .002 40. .05 I .05 .00 .00 .00 100 .00 .05 .00 I .07 .05 .00 .00 .02 .00 I .001 45. .03 I .05 .00 .00 .00 100 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 50. .03 I .05 .00 .00 .00 100 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 55. .03 I .05 .00 .00 .00 100 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 60. .03 I .05 .00 .00 .00 100 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 65. .03 I .05 .00 .00 .00 100 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 70. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 75. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 80. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 85. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 90. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 95. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 100. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 105. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 110. .02 I .05 .00 .00 .00 100 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 115. .01 I .05 .00 .00 .00 100 .00 .01 .00 I .01 .05 .00 .00 .00 .00 I .000 120. .01 I .05 .00 .00 .00 00 .00 .01 .00 I .01 .05 .00 .00 .00 .00 I .000 Page 15 • 1.17 .010 • • TIME (MIN.) 5. INCHES 3930 -Mead 820 Existing Conditions .34 .00 .00 .08 .05 1.04 .00 1.53 STORM HYDROGRAPH 0. TIME (MIN.) 10. STORM HYDROGRAPH 0. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) TIME (MIN.) 15. VOLUME OF EXCESS PRECIP = .11 ACRE-FEET PEAK Q = 1. CFS TIME OF PEAK = 50. MIN. INFILT.= 3.89 IN/HR DECAY = .00180 FNINF = MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. .40 .00 .16 .01 STORM HYDROGRAPH 0. EXCESS PRECIP. = .010 .56 IN/HR *' WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I = A = Q = .01 .8 INCHES/HOUR 137.1 ACRES 1. CFS BASIN ID: 4 -- BASIN COMMENT: H4 *•-'` STORM NO. = 2 ••••-- DATE OR RETURN PERIOD = 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I I 98.% OF TOTAL I 0.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC 5. .03 I .26 .00 .00 .00 1.03 .00 .00 .000 10. .08 I .17 .00 .00 .00 1.05 .00 .03 .000 15. .13 I .12 .01 .00 .00 1.00 .01 .12 .000 20. .22 I .09 .13 .00 .00 1.00 .01 .21 .000 25. .38 I .07 .26 .05 .04 .00 .02 .36 .058 30. .68 I .06 .00 .62 .57 .00 .03 .65 .620 35. .38 I .05 .00 .33 .30 1.00 .02 .36 .327 40. .22 I .05 .00 .17 .15 1.00 .01 .21 .167 45. .17 I .05 .00 .12 .11 1.00 .01 .16 20 150. .14 I .05 .00 .09 .08 1.00 .01 .13 Page 16 100 -yea RECEIVING PERV AREA 6.% OF TOTAL MAX DEP WQCV EFF PRECIPREC INF STOR STOR PREC PRECI .00 I .03 .26 .00 .00 .00 .00 I .00 I .09 .17 .00 .00 .00 .00 I .00 I .17 .12 .05 .00 .00 .00 I .00 I .29 .09 .20 .00 .00 .00 I .00 I .51 .07 .15 .00 .28 .02 I .00 I .90 .06 .00 .00 .84 .05 I .00 I .51 .05 .00 .00 .45 .03 I .00 I .29 .05 .00 .00 .24 .01 I .00 I .22 .05 .00 .00 .17 .01 I .00 I .18 .05 .00 .00 .13 .01 I • 3930 -Mead 820 Existing Conditions .089 .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .062 60. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .062 65. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .063 70. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .03 .00 .009 75. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 1 .07 .05 .00 .00 .03 .00 .009 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 90. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 95. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 100. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 105. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 110. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 115. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 120. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 • 3.14 .40 1.56 1.45 .08 .15 2.92 .00 4.15 .40 .00 2.46 .14 1.585 TIME STORM (MIN.) HYDROGRAPH INCHES • 5. 0. 10. 0. 15. 0. 20. 0. 25. 2. 30. 24. 35. 67. 40. 110. 45. 139. 50. 152. 55. 153. 60. 150. 65. 149. 70. 145. 75. 138. 80. 128. TIME STORM (MIN.) HYDROGRAPH 85. 117. 90. 107. 95. 98. 100. 90. 105. 82. 110. 75. 115. 69. 120. 63. 125. 58. 130. 53. 135. 49. 140. 45. 145. 41. 150. 38. 155. 35. 160. 32. TIME STORM (MIN.) HYDROGRAPH 165. 29. 170. 27. 175. 25. 180. 23. 185. 21. 190. 19. 195. 18. 200. 16. 205. 14. 210. 9. 215. 6. 220. 4. 225. 3. 230. 2. 235. 1. 240. 1. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) EXCESS PRECIP. = 1.585 VOLUME OF EXCESS PRECIP = 18.11 ACRE-FEET PEAK Q = 153. CFS TIME OF PEAK = 55. MIN. INFILT.= 3.89 IN/HR DECAY = .00180 FNINF = .56 IN/HR Page 17 • • • 3930 -Mead 820 Existing Conditions MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. __:' WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A= .50 2.0 INCHES/HOUR 137.1 ACRES Q = 140. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS Mead 820 Historical Analysis BASIN ID: 5 BASIN COMMENT: H5 DATE 1998 1 2/ 6/2009 AT TIME 8:18 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .13 .50 .25 COEFFICIENT (REFLECTING TIME TO PEAK) .156 THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 2.00 .0450 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .245 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (AF) 10.25 41.20 6.81 1214.18 HYDROGRAPH (CFS) 154.93 • •" NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.80) WIDTH AT 50 = 25. MIN. WIDTH AT 75 = 13. MIN. K50 = .25 K75 = .34 Page 18 • • • 1 3930 -Mead 820 Existing Conditions RAINFALL LOSSES INPUT w/ BASIN DATA MAX. PERVIOUS RET. _ .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.80 IN./HR. DECAY = .00180/SECOND FNINFL = .55 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 99. 10. 155. 15. 133. 20. 111. 25. 92. 30. 74. TIME UNIT HYDROGRAPH 35. 62. 40. 51. 45. 43. 50. 35. 55. 29. 60. 24. 65. 20. BASIN ID: 5 -- BASIN COMMENT: H5 TIME UNIT HYDROGRAPH 70. 17. 75. 14. 80. 12. 85. 10. 90. 8. 95. 0. 0. 0. STORM NO. = 1 __.._ DATE OR RETURN PERIOD = 2 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .25 .00 .00 .00 1.02 .00 .00 .00 I .02 .25 .00 .00 .00 .00 1 .000 .04 I .17 .00 .00 .00 1.04 .00 .00 .00 I .04 .17 .00 .00 .00 .00 I .000 15. .08 I .12 .00 .00 .00 .01 .00 .07 .00 I .11 .12 .00 .00 .00 .00 .000 20. .16 I .09 .07 .00 .00 .00 .01 .15 .00 I .21 .09 .13 .00 .00 .00 I .000 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .00 I .33 .07 .27 .00 .00 .00 I .000 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .00 I .19 .06 .01 .00 .12 .01 I .007 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .00 I .08 .05 .00 .00 .03 .00 I .002 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 I .001 45. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 60. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 65. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 I .000 70. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 75. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 80. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I .000 85. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 I Page 19 • .000 90. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 1 .03 .05 .00 .00 .00 .00 .000 95. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 100. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 110. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 115. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .00 .00 .00 .00 .000 120. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .00 .00 .00 .00 .000 3930 -Mead 820 Existing Conditions .010 1.17 .35 .00 .00 .08 .05 1.04 .00 1.53 .40 .00 .17 .01 TIME STORM (MIN.) HYDROGRAPH • INCHES 1 5. 0. TIME STORM I TIME STORM (MIN.) HYDROGRAPH (MIN.) HYDROGRAPH 10. 0. I 15. 0. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .010 VOLUME OF EXCESS PRECIP = .07 ACRE-FEET PEAK Q = 1. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.80 IN/HR DECAY = .00180 FNINF = .55 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .01 I = 1.3 INCHES/HOUR A = 81.7 ACRES Q = 1. CFS BASIN ID: 5 BASIN COMMENT: H5 * STORM NO. = 2 DATE OR RETURN PERIOD = 100 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 1 98.% OF TOTAL I 0.% OF TOTAL 1 6.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .25 .00 .00 .00 1.03 .00 .00 .00 1 .03 .25 .00 .00 .00 .00 I .000 10. .08 I .17 .00 .00 .00 1.05 .00 .03 .00 1 .09 .17 .00 .00 .00 .00 I .000 15. .13 I .12 .01 .00 .00 1.00 .01 .12 .00 1 .17 .12 .05 .00 .00 .00 I .000 20. .22 I .09 .13 .00 .00 1.00 .01 .21 .00 1 .29 .09 .20 .00 .00 .00 .000 25. .38 I .07 .26 .05 .05 1.00 .02 .36 .00 I .51 .07 .15 .00 .29 .02 I •063 30. .68 I .06 .00 .62 .57 1.00 .03 .65 .00 I .90 .06 .00 .00 .84 .05 I Page 20 • • 3930 -Mead 820 Existing Conditions 21 635. .38 I .05 .00 .33 .30 1.00 .02 .36 .00 I .51 .05 .00 .00 .45 .03 .327 40. .22 I .05 .00 .17 .15 1.00 .01 .21 .00 I .29 .05 .00 .00 .24 .01 .168 45. .17 I .05 .00 .12 .11 1.00 .01 .16 .00 I .22 .05 .00 .00 .17 .01 .121 50. .14 I .05 .00 .09 .08 .00 .01 .13 .00 I .18 .05 .00 .00 .13 .01 .089 55. .11 I .05 .00 .06 .06 .00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .063 60. .11 I .05 .00 .06 .06 .00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .063 65. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .063 70. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .03 .00 .009 75. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .03 .00 .009 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 105. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 120. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 3.14 1.595 .40 1.57 1.46 .08 .15 2.92 .00 4.15 .40 .00 2.47 .14 TIME STORM (MIN.) HYDROGRAPH • INCHES 5. 0. 10. 0. 15. 0. 20. 0. 25. 6. 30. 71. 35. 137. 40. 157. 45. 156. 50. 148. TIME STORM (MIN.) HYDROGRAPH 55. 135. 60. 122. 65. 112. 70. 99. 75. 84. 80. 70. 85. 58. 90. 48. 95. 40. 100. 33. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 10.86 ACRE-FEET Page 21 TIME STORM (MIN.) HYDROGRAPH 105. 28. 110. 23. 115. 19. 120. 11. 125. 7. 130. 5. 135. 3. 140. 2. 145. 1. 150. 1. EXCESS PRECIP. = 1.595 • • 3930 -Mead 820 Existing Conditions PEAK Q = 157. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.80 IN/HR DECAY = .00180 FNINF = .55 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .51 I = 3.5 INCHES/HOUR A = 81.7 ACRES Q = 145. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 1 Mead 820 Historical Analysis BASIN ID: 6 -- BASIN COMMENT: H6 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .23 .61 .22 2.00 .0380 5.00 THIS BASIN COEFFICIENT (REFLECTING TIME TO PEAK) .156 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 .267 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF PEAK VOLUME OF RUNOFF (MIN) (MIN) (AF) 12.73 12.09 54.30 (CFS/SQMI) 1003.43 RUNOFF UNIT HYDROGRAPH (CFS) 227.38 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.28) WIDTH AT 50 = 30. MIN. WIDTH AT 75 = 16. MIN. K50 = .26 K75 = .35 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. _ .08 IN. INFILTRATION = 3.99 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. Page 22 • • • 1 3930 -Mead 820 Existing Conditions TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH HYDROGRAPH HYDROGRAPH 0. 0. 5. 111. 10. 215. 15. 221. 20. 184. 25. 161. 30. 137. 35. 114. 40. 97. 45. 83. 50. 71. 55. 60. 60. 52. 65. 44. 70. 38. 75. 32. 80. 27. 85. 23. BASIN ID: 6 -- BASIN COMMENT: H6 STORM NO. = 1 ***"* DATE OR RETURN PERIOD = 90. 20. 95. 17. 100. 15. 105. 12. 110. 11. 115. 9. 120. 8. 125. 0. 0. 0. 2 -yea 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .26 .00 .00 .00 1.02 .00 .00 .00 I .02 .26 .00 .00 .00 .00 .000 10. .04 I .17 .00 .00 .00 1.04 .00 .00 .00 I .04 .17 .00 .00 .00 .00 .000 15. .08 I .12 .00 .00 .00 1.01 .00 .07 .00 I .11 .12 .00 .00 .00 .00 20. .16 I .09 .07 .00 .00 .00 .01 .15 .00 I .21 .09 .12 .00 .00 .00 025. 20 25 I .07 .18 .00 .00 1.00 .01 .24 .00 I .33 .07 .26 .00 .00 .00 .000 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .00 i .19 .06 .01 .00 .11 .01 .006 35. .06 I .06 .01 .00 .00 .00 .00 .06 .00 I .08 .06 .00 .00 .03 .00 02 040. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .01 .00 01 045. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 50. .03 I •05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 55. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I •04 .05 .00 .00 .00 .00 .000 60. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 65. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 70. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I •03 .05 .00 .00 .00 .00 .000 75. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 00 080. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 85. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 90. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 95. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 Page 23 • • 3930 -Mead 820 Existing Conditions 100. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .000 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .000 110. .02 i .05 .00 .00 .00 1.00 .00 .02 .00 1 .03 .05 .000 115. .01 1 .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .000 120. .01 1 .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I .00 I .00 1 .00 I .00 1 1.17 .010 TIME (MIN.) 5. 10. 15. 20. INCHES .34 .00 .00 .08 .05 1.04 .00 1.53 STORM HYDROGRAPH 0. 0. 0. 0. TIME (MIN.) 25. 30. 35. 40. STORM HYDROGRAPH 0. 1. 2. 2. TIME (MIN.) 45. 50. 55. 60. .40 .00 .16 .01 STORM HYDROGRAPH 2. 2. 1. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .010 VOLUME OF EXCESS PRECIP = .12 ACRE-FEET PEAK Q = 2. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.99 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. •" WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I = A = Q = .01 1.1 INCHES/HOUR 145.0 ACRES 1. CFS BASIN ID: 6 BASIN COMMENT: H6 *** : STORM NO. = 2 '`'`;.:. DATE OR RETURN PERIOD = 100 -yea 1 -===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 1 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .26 .00 .00 .00 1.03 .00 .00 .00 I .03 .26 .00 .00 .00 .00 I .000 10. .08 I .17 .00 .00 .00 1.05 .00 .03 .00 I .09 .17 .00 .00 .00 .00 I • .000 Page 24 • • • 3930 -Mead 820 Existing conditions 15. .13 I .12 .00 .00 .00 1.00 .01 .12 .00 I .17 .12 .04 .00 .00 .00 20. 22 I .09 .13 .00 .00 1.00 .01 .21 .00 I .29 .09 .20 .00 .00 .00 .000 25. .38 I .07 .27 .04 .04 1.00 .02 .36 .00 I .51 .07 .16 .00 .28 .02 .053 30. .68 I .06 .00 .62 .57 1.00 .03 .65 .00 I .90 .06 .00 .00 .84 .05 .619 35. .38 I .06 .00 .33 .30 1.00 .02 .36 .00 I .51 .06 .00 .00 .45 .03 .326 40. .22 I .05 .00 .17 .15 .00 .01 .21 .00 I .29 .05 .00 .00 .24 .01 .166 45. .17 I .05 .00 .12 .11 1.00 .01 .16 .00 I .22 .05 .00 .00 .17 .01 .119 50. .14 I .05 .00 .09 .08 1.00 .01 .13 .00 I .18 .05 .00 .00 .13 .01 .088 55. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .062 60. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .062 65. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 .062 70. .05 I .05 .00 .01 .01 .00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 .008 75. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 .008 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 105. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 120. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 3.14 1.573 .40 1.55 1.43 .08 .15 2.92 .00 4.15 .40 .00 2.45 .14 TIME STORM (MIN.) HYDROGRAPH 5. 0. 10. 0. 15. 0. 20. 0. 25. 6. 30. 80. 35. 181. 40. 235. TIME STORM (MIN.) HYDROGRAPH 65. 193. 70. 175. 75. 153. 80. 132. 85. 113. 90. 96. 95. 82. 100. 70. Page 25 TIME STORM (MIN.) HYDROGRAPH 125. 32. 130. 27. 135. 23. 140. 20. 145. 17. 150. 10. 155. 6. 160. 4. • • • INCHES 3930 -Mead 820 Existing Conditions 45. 244. I 105. 60. I 165. 50. 239. I 110. 51. I 170. 55. 226. I 115. 44. I 175. 60. 208. I 120. 37. I 180. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 19.01 ACRE - PEAK Q = 244. CFS TIME OF PEAK = INFILT.= 3.99 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET. 3. 2. 1. 1. EXCESS PRECIP. = 1.573 FEET 45. MIN. FNINF = .57 IN/HR = .08 IN. ••••` WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I = A = .50 2.9 INCHES/HOUR 145.0 ACRES Q = 213. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 1 Mead 820 Historical Analysis BASIN ID: 7 AREA LENGTH OF BASIN (SQMI) (MI) .10 .62 THIS BASIN COMMENT: H7 DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (MI) (PCT) (FT/FT) (MIN) .28 2.00 .0260 5.00 COEFFICIENT (REFLECTING TIME TO .156 COEFFICIENT PEAK) (RELATED TO PEAK RATE OF RUNOFF) BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 .235 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) Page 26 • • • 3930 -Mead 820 Existing Conditions 15.03 66.50 721.13 5.17 69.95 __* NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 12.25) 1 WIDTH AT 50 = 42. MIN. WIDTH AT 75 = 22. MIN. K50 = .22 K75 = .29 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 4.02 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 27. 10. 60. 15. 70. 20. 64. 25. 54. 30. 52. 35. 48. 40. 43. 45. 38. TIME UNIT HYDROGRAPH 50. 33. 55. 31. 60. 28. 65. 25. 70. 23. 75. 21. 80. 19. 85. 18. 90. 16. 95. 15. BASIN ID: 7 -- BASIN COMMENT: H7 '`*'`^ STORM NO. = 1 A `*"^ DATE OR RETURN PERIOD = TIME UNIT HYDROGRAPH 100. 13. 105. 12. 110. 11. 115. 10. 120. 9. 125. 8. 130. 8. 135. 0. 0. 0. 0. 0. 2 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .27 .00 .00 .00 .02 .00 .00 .00 I .02 .27 .00 .00 .00 .00 I .000 10. .04 .18 .00 .00 .00 1.04 .00 .00 .00 I .04 .18 .00 .00 .00 .00 I .000 15. .08 ( .12 .00 .00 .00 1.01 .00 .07 .00 I .11 .12 .00 .00 .00 .00 I .000 20. .16 I .09 .07 .00 .00 1.00 .01 .15 .00 I .21 .09 .12 .00 .00 .00 I .000 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .00 1 .33 .07 .26 .00 .00 .00 I .000 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .00 I .19 .06 .01 .00 .11 .01 I .006 35. .06 I .06 .01 .00 .00 1.00 .00 .06 .00 I .08 .06 .00 .00 .03 .00 I .002 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .01 .00 I .001 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 ..00 .00 .00 I .000 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 Page 27 3930 -Mead 820 Existing conditions • .000 55. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 60. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 65. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 70. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 75. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 80. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 85. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 90. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 95. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 100 00. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 110. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .03 .05 .00 .00 .00 .00 .000 115. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .00 .00 .00 .00 120. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .01 .05 .00 .00 .00 .00 .000 • 1.17 .34 .00 .00 .08 .05 1.04 .00 1.53 .40 .00 .15 .01 .009 TIME STORM (MIN.) HYDROGRAPH INCHES 1 • 5. 0. TIME STORM I TIME STORM (MIN.) HYDROGRAPH I (MIN.) HYDROGRAPH 10. 0. I 15. 0. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .009 VOLUME OF EXCESS PRECIP = .05 ACRE-FEET PEAK Q = 1. CFS TIME OF PEAK = 45. MIN. INFILT.= 4.02 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .01 I = .9 INCHES/HOUR A = 62.1 ACRES Q = 0. CFS BASIN ID: 7 -- BASIN COMMENT: H7 STORM NO. = DATE OR RETURN PERIOD = 100 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA 98.% OF TOTAL I 0.% OF TOTAL Page 28 RECEIVING PERV AREA 6.% OF TOTAL • • • 3930 -Mead 820 Existing Conditions TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .27 .00 .00 .00 .03 .00 .00 .00 I .03 .27 .00 .00 .00 .00 I 10. 08 I .18 .00 .00 .00 .05 .00 .03 .00 I .09 .18 .00 .00 .00 .00 I 0115. 0 13 I .12 .00 .00 .00 1.00 .01 .12 .00 I .17 .12 .04 .00 .00 .00 I .000 .22 I .09 .13 .00 .00 1.00 .01 .21 .00 I .29 .09 .20 .00 .00 .00 I .000 25. .38 I .07 .27 .04 .04 1.00 .02 .36 .00 I .51 .07 .16 .00 .27 .02 I .051 30. .68 I .06 .00 .62 .57 1.00 .03 .65 .00 I .90 .06 .00 .00 .84 .05 I .618 35. .38 I .06 .00 .32 .30 1.00 .02 .36 .00 I .51 .06 .00 .00 .45 .03 I .326 40. .22 I .05 .00 .17 .15 1.00 .01 .21 .00 I .29 .05 .00 .00 .24 .01 I .166 45. .17 I .05 .00 .12 .11 1.00 .01 .16 .00 I .22 .05 .00 .00 .17 .01 I .119 50. .14 I .05 .00 .09 .08 1.00 .01 .13 .00 I .18 .05 .00 .00 .13 .01 I .088 55. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 I .061 60. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 I .062 65. .11 I .05 .00 .06 .06 1.00 .01 .10 .00 I .14 .05 .00 .00 .10 .01 I .062 .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 I 0775. 8 05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 I .008 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 105. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 110. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 120. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .04 .05 .00 .00 .00 .00 .000 3.14 1.569 .40 1.55 1.43 .08 .15 2.92 .00 4.15 .40 .00 2.44 .14 TIME STORM (MIN.) HYDROGRAPH 5. 0. TIME STORM I TIME STORM (MIN.) HYDROGRAPH I (MIN.) HYDROGRAPH 65. 74. 125. 25. Page 29 • • • INCHES 3930 -Mead 820 Existing Conditions 10. 0. 70. 15. 0. 75. 64. 20. 0. 80. 58. 25. 1. 85. 53. 30. 20. 90. 48. 35. 49. 95. 44. 40. 70. 100. 40. 45. 78. 105. 36. 50. 78. 110. 33. 55. 78. 115. 30. 60. 77. 120. 27. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) 70. 130. 135. 140. 145. 150. 155. 160. 165. 170. 175. 180. 23. 21. 19. 17. 16. 14. 8. 5. 4. 3. 2. EXCESS PRECIP. = 1.569 VOLUME OF EXCESS PRECIP = 8.12 ACRE-FEET PEAK Q = 78. CFS TIME OF PEAK = 45. MIN. INFILT.= 4.02 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A = .50 2.6 INCHES/HOUR 62.1 ACRES Q = 79. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 8:18 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 1 Mead 820 Historical Analysis BASIN ID: 8 -- BASIN COMMENT: H8 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .12 .60 .19 2.00 .0390 5.00 COEFFICIENT (REFLECTING TIME TO .156 COEFFICIENT PEAK) (RELATED TO PEAK RATE OF RUNOFF) THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .06 .244 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .04 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF PEAK VOLUME OF RUNOFF (MIN) (MIN) (AF) 12.42 52.70 6.52 Page 30 RUNOFF UNIT HYDROGRAPH (CFS/SQMI) (CFS) 942.49 115.17 • • • 3930 -Mead 820 Existing Conditions ^^ NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.66) 1 WIDTH AT 50 = 32. MIN. WIDTH AT 75 = 17. MIN K50 = .23 K75 = .32 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.36 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 58. 10. 110. 15. 111. 20. 92. 25. 84. 30. 73. 35. 62. TIME UNIT HYDROGRAPH 40. 53. 45. 46. 50. 40. 55. 35. 60. 31. 65. 27. 70. 23. 75. 20. BASIN ID: 8 -- BASIN COMMENT: H8 STORM NO. = 1 TIME UNIT HYDROGRAPH 80. 18. 85. 16. 90. 14. 95. 12. 100. 10. 105. 9. 110. 8. 115. 0. DATE OR RETURN PERIOD = 2 -yea 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 98.% OF TOTAL I 0.% OF TOTAL I 6.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .22 .00 .00 .00 1.02 .00 .00 .00 I .02 .22 .00 .00 .00 .00 .000 .04 I .15 .00 .00 .00 1.04 .00 .00 .00 1 .04 .15 .00 .00 .00 .00 .000 15. .08 I .11 .00 .00 .00 1.01 .00 .07 .00 I .11 .11 .00 .00 .00 .00 20. .16 I .08 .08 .00 .00 1.00 .01 .15 .00 1 .21 .08 .13 .00 .00 .00 .000 25. .25 I .06 .19 .00 .00 .00 .01 .24 .00 I .33 .06 .26 .00 .01 .00 .001 30. .14 I .06 .09 .00 .00 1.00 .01 .13 .00 I .19 .06 .00 .00 .13 .01 .007 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .00 I .08 .05 .00 .00 .03 .00 .002 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .07 .05 .00 .00 .02 .00 .001 45. .03 I .05 .00 .00 .00 1 00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 50. .03 1 .05 .00 .00 .00 00 .00 .03 .00 1 .04 .05 .00 .00 .00 .00 .000 55. .03 1 .04 .00 .00 .00 100 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 60. .03 I .04 .00 .00 .00 1 00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 Page 31 3930 -Mead 820 Existing Conditions • • • .000 65. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .04 .04 .00 .00 .00 .00 .000 70. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 75. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 80. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 95. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 100. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 110. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .03 .04 .00 .00 .00 .00 .000 115. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .000 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .01 .04 .00 .00 .00 .00 .000 .012 1.17 .37 .00 .00 .08 .05 1.04 .00 1.53 .40 .00 .19 .01 TIME STORM (MIN.) HYDROGRAPH INCHES 1 5. 0. TIME STORM I TIME STORM (MIN.) HYDROGRAPH I (MIN.) HYDROGRAPH 10. 0. I 15. 0. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .012 VOLUME OF EXCESS PRECIP = .08 ACRE-FEET PEAK Q = 1. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.36 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .01 I = 1.1 INCHES/HOUR A = 78.2 ACRES Q = 1. CFS BASIN ID: 8 -- BASIN COMMENT: H8 *** STORM NO. = 2 :<,a,t, DATE OR RETURN PERIOD = 100 -yea I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I I 98.% OF TOTAL 1 0.% OF TOTAL I 6.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .22 .00 .00 .00 1.03 .00 .00 .00 I .03 .22 .00 .00 .00 .00 I Page 32 3930 -Mead 820 Existing Conditions • • • .000 10. .000 15. .000 20. .000 25. .087 30. .625 35. .331 40. .171 45. .123 50. .092 55. .065 60. .065 65. .066 70. .011 75. .011 80. .000 85. .000 90. .000 95. .000 100. .000 105. .000 110. .000 115. .000 120. .000 .08 .13 .22 .38 .68 .38 .22 .17 .14 .11 .11 .11 .05 .05 .03 .03 .03 .03 .03 .03 .03 .03 .03 .15 .11 .08 .06 .06 .05 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .00 .02 .14 .24 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .07 .62 .33 .17 .12 .09 .06 .06 .06 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .07 .58 .31 .16 .11 .08 .06 .06 .06 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .02 .03 .02 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .03 .12 .21 .36 .65 .36 .21 .16 .13 .10 .10 .10 .05 .05 .03 .03 .03 .03 .03 .03 .03 .03 .03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .09 .17 .29 .51 .90 .51 .29 .22 .18 .14 .14 .14 .07 .07 .04 .04 .04 .04 .04 .04 .04 .04 .04 .15 .11 .08 .06 .06 .05 .05 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .00 .06 .21 .13 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .31 .85 .45 .24 .18 .14 .10 .10 .10 .03 .03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .02 .05 .03 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.647 3.14 .40 1.63 1.50 .08 .15 2.92 .00 4.15 TIME (MIN.) 5. 10. 15. 20. 25. STORM HYDROGRAPH 0. 0. 0. 0. 5. TIME (MIN.) 60. 65. 70. 75. 80. STORM HYDROGRAPH 114. 107. 98. 87. 77. Page 33 TIME (MIN.) 115. 120. 125. 130. 135. .40 .00 2.52 .14 STORM HYDROGRAPH 29. 26. 22. 20. 16. • INCHES • 3930 -Mead 820 Existing Conditions 30. 46. 85. 67. 140. 10. 35. 97. 90. 58. 145. 7. 40. 123. 95. 51. 150. 5. 45. 127. 100. 44. 155. 3. 50. 127. 105. 39. 160. 2. 55. 121. 110. 34. 165. 1. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) EXCESS PRECIP. = 1.647 VOLUME OF EXCESS PRECIP = 10.73 ACRE-FEET PEAK Q = 127. CFS TIME OF PEAK = 45. MIN. INFILT.= 3.36 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A = Q = .52 3.0 INCHES/HOUR 78.2 ACRES 122. CFS Page 34 • / • APPENDIX C Proposed CUHP & UDSWM2000 Input Data Proposed CUHP & UDSWM2000 Output Data WQCV Calculations • • • • 0 V 0 U) QI 0 N N 0 m 0 0) O C 0 a` Soil Breakdown 0000000000 U 00 co co N (.D co 1- N- (— CO O V N on d- r V CO O N(O CO n N- O R LO m 0 N (h CO 0 CO � 0- CO N N V Oi (O 53.5% 0 O) 1n (D 0 O of (O 0 CO V N 0 (D N V Soil Type (Soil Identification Number, Hydrologic Soil Group) Wiley Colby Complex (acres) 182&83-B (n 6.3 N 0` (7 O CO (O N 69.4 N V CO O 265.5 Weld Loam (acres) 79&80-C 7 O N- Nc`i O 4.8 25.8 0) m 65.6 Thedalund Loam (acres) U (D co co co co co 4 - Tassel Fine Sandy Loam (acres) O CO CO V N (.D r N I 33.6 I rn N 0.2 92.5 Nunn Clay Loam (acres) O N v ° (n M o) r 21.1 v N I 259.3 Haverson Loam (acre*_ CO CO N I 5.6 CO O Colby Loam I (acres) m N- in O N N O N CO on CO NCN or (h 0) 0) CO Q TS Q Q F NN 0 N . 0(°°(0 a 0 co (D co O W N O 4 O ON O� N N O) M O c p(0 O. o -C 0_ w aadaaaa N CO V O CO C- O Totals N N N C U N T a • QL.. o N • I- -0 0 >, in L 3 H co CO O N U) `m To O C C n C (0 C .n 03 J -0 N N J L 4c5 - t0 C) L_ <0 D N N 0 0 c >. m @ N E N C T N co c co C ▪ U J o) Eh 0 (0 o C L L 3 1.0 4-- 00 O a O mU 0 o n s to co C O C To C_ J N • N LE, n C L c • Lc O o) C J C_ L in 0 o Z m 0) O X (0 N m c Z O. Q H ( W 0 Z 0 UI a ( U W . H C Coefficients 0 o 5 r WI 0 CO N 0 CO (A 0 CO v 0 r 0 CO v 0 0) 0 el - (n 0 N V NNNN O LU a U) O N o 0.25 N N O 0.24 0.27 O. E E o o O N 0 O N 0 O N o W N 0 0 N 0 o N 0 co N o 0 N Hydrologic Soil Group U 0 CO (O to 0 N CO co 0 I- N N 0 to O q 0 N CO 0 r -4 CO 0 O N CO 0 IU N r CO 0 N CO co 0 CO CO 0 CO N N 0 V of N 0 N CO 1p 0 O) N CO 0 0 N CO 0 CO a N J Q Z F- LL Z a r `-- o it; N) b n co o r N r ai O Y) ' 0 o N 0 of N 0 of TRAVEL TIME I Tc CHECK (T1) (URBANIZED BASINS TOTAL LENGTH (12) r N a <o t� r CO O) (O 0 4845 CO CO CO N 3219 3277 3176 a 02 H '-' 35.0 33.6 27.6 r CO co (n LO r o 0 NN a e el - Oi r O~ I- r CO N co U) O co CO N N N O C) V M W r r O) r N CO n W I:, i E) > LL O N CCD_ r (NO N CO N CO CO N N N N 0) N in a O 0 mrn(n -J 0 r 0 r 0 o CO 0 o(n Ci 0 V 0 Co C) 0< rorn N C) LENGTH Ft (7) N 0 V 3076 W CO m CO U) a N V C) (O N NCO a) r r 3177 I CO I"- 0 CO INITIAL/OVERLAND TIME (Ti) a 2.7 r co 2.3 2.4 2.0 N N co N 2.1 SLOPE (5) 0 W r 0 CO r 0 O C) 0 O C) 0 to 4 0 CO C) 0 CO N 0 m C) !LENGTH Ft (4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'ID CO COCO N N 0 If) N 0 N N 0 N N 0 N N 0 0.22 0.24 0.27 Z a H m O 0) CO W U a' Q N Q .. N N v r CD N a O (O C) r co 0 r r a (0 •r m N 0 6 co 0 N 0 78.23 I DESIGN: (1) N a CO a a N a (O a N. a COa a Conveyence Coefficient for Velocity Calculation equal to 15, from Table RO-2 of the USDCM C V O c co W N W 0 N- 8 0 N N 0 N 0 O hcii N Nth V 0 N o 0 N co CO V C o d> m 0 W N r co 0 r to O r to M, co h o co N r N N 02 ON N I Distance to Centroid 2217 I (°o m m co CO 0 o U) co r a co CO o r m co m Lr O J N V 0OO)oh N co co V4 V 2663 1 o) NO co 3277 I CO N CO • c D 'w anm r a N a co a O a co as to F as co N N y 2 U W H N E U O N 0 0 r O p O U '> a E C) 0 CO 6 m O N O m CD O 0 LU N T 0 U N O In O 0 m O (o N LU cski N DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall -runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, tc, consists of an initial time or overland flow time, t;, plus the travel time, t„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non - urban areas, the time of concentration consists of an overland flow time, t;, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, t„ of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non -urban areas: ( =1, + t, in which: = time of concentration (minutes) t; = initial or overland flow time (minutes) = travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, t;, may be calculated using equation RO-3: 0.3951.1—C,)11: tI S o.33 in which: t, = initial or overland flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) (RO-2) (RO-3) 06/2002 RO-5 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L = length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): (RO-4) in which: V= velocity (ft/sec) = conveyance coefficient (from Table RO-2) S. = watercourse slope (ft/ft) Table RO-2—Conveyance Coefficient, C. Type of Land Surface Conveyance Coefficient, C. Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, tc, is then the sum of the initial flow time, t,, and the travel time, r„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point (i.e., initial flow time, t;) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. RO-6 6/2002 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF t = L + 10 180 (RO-5) in which: tc. = maximum time of concentration at the first design point in an urban watershed (minutes) L = waterway length (ft) Equation RO-5 was developed using the rainfall -runoff data collected in the Denver region and, in essence, represents regional "calibration" of the Rational Method. The first design point is the point where runoff first enters the storm sewer system. An example of definition of first design point is provided in Figure RO-2. Normally, Equation RO-5 will result in a lesser time of concentration at the first design point and will govern in an urbanized watershed. For subsequent design points, the time of concentration is calculated by accumulating the travel times in downstream drainageway reaches. 2.4.4 Minimum Time of Concentration Should the calculations result in a t, of less than 10 minutes, it is recommended that a minimum value of 10 minutes be used for non -urban watersheds. The minimum t, recommended for urbanized areas should not be less than 5 minutes and if calculations indicate a lesser value, use 5 minutes instead. 2.4.5 Common Errors in Calculating Time of Concentration A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower portion of the catchment or a highly impervious area produces a larger peak than that computed for the whole catchment. This error is most often encountered when the catchment is long or the upper portion contains grassy parkland and the lower portion is developed urban land. 2.5 Intensity The rainfall intensity, I, is the average rainfall rate in inches per hour for the period of maximum rainfall of a given recurrence frequency having a duration equal to the time of concentration. After the design storm's recurrence frequency has been selected, a graph should be made showing rainfall intensity versus time. The procedure for obtaining the local data and drawing such a graph is explained and illustrated in Section 4 of the RAINFALL chapter of this Manual. The intensity for a design point is taken from the graph or through the use of Equation RA -3 using the calculated tr. 2.6 Watershed Imperviousness 06/2002 Urban Drainage and Flood Control District RO-7 DRAINAGE CRITERIA MANUAL (V. 1) Table RO-5--- Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08. 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34. 0.41 0.44 0.48 40% 0.23 0.30, 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 RUNOFF 06/2002 Urban Drainage and Flood Control District RO-11 PROPOSED CUHP INPUTS for 2 & 100 YEAR STORMS C O* ,_co t— .C LL— C C COd' U) O U) O N LU O 0) U) O CO U) O (O U) O 007 U) O U) O * W ao co OD CO co CO CO M 0 0 _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c) 0 0 0 0 0 0 0 CD C O* _ c0 '� .C .C c0 O) Cr c0 O N LO M CO O) CO N 0 N OO 00 D) O N O 7 CD CO - _ w C CO CO CO CO CO CO V CO C c. Avg. Depression (Impervious) * U) N.. M N. U) N.. L_ 0.075 U) N- U) N. U) N- 0.075 O O O O O O O O O O O O Avg. Depression (Pervious)' V V V I 0.4 V d V V O O O O O O O Time of Concentration (min) O 33.6 27.6 r U) O 7 N M M co 46 O N V N 0) OaJO O 0? 0 M 0 O 0 O 0 U) 0 W 0 c0 0 0) Q) r r M M 4 M N M x00000000 E O O O CO V O OD O o 6 N U) N U) N 7 N O N U) N r N O N Distance to Centroid (Miles) 0) 7 0.2555 7f N- (0 r N OD r UD r 0)UP N- CO Cam ') N CO T- N NT CO N Cr) CO O O O O O O O Length (Miles) U) U) U) CO 0.5044 N- cD in orOr 0)o CP h rn m 40 m 0 0 0 0 0 0 0 Area (Sq. Miles) O 7 CO N U) 0.2266 O 0.1222 V O n O r N O) N O N N r 0 0 0 0 0 0 O Routed to DP W- 2 co V 5 U) 7 W c m-adaMaaaaa CO Final Infiltration ** O r co 0 in 0 # r- cO cc T O r 0) 0 O O O O O O 0 O O O ** --C O O U) O C E6 R M C Hydrologic Soil Group Q m a)EU I-- F- a 2 0 00 0 N L O O 00 0 ) 0 co F- E E O o a Basin Breakdowns Percent 0.5 - 1 Percent 2 acre lots acre lots 0 D O 0 O O 0 O O Cr)C r C � Oo O � Ir 6 O 0 0 O 0 0 0 O 0 0 0 O 0 \ r._-6-9-0 N o O O 35.6% o O O Proposed Sub - basin aaaa N co V U) CL CO r M Soil Breakdown Q O o go U) CD 0 N UJ ao 0 1� 1- r C c0 O 7 0 U) co V 0 r .4 co 0 O N co 0 I� U) N- 0 0 N CO co o co CON0) C co. N o 7 U) 0 to CO U) 0 0 U) CO o O w UO C CO V N Proposed Sub - basin aaaan.aa N CO V U) CD r P8 0) 0) a) a) a) C m 0 O 2 0 > a O O m r M E O E L O IA O It CO O -0 ! ' C Y N co a) u-) O N y CK 4-O CO C a) W O > N CO N > 0 0)' 0 a 0) a) E m 2 E > C a Y U O co N a co a 10 E To > 2 0 N O O 3 N O_ a ?m® m ' N nr E O 0 0 0 O O U a) in (0 a O N • • • RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) Table RO-7—Recommended Horton's Equation Parameters NRCS Hydrologic Soil Group Infiltration (inches per hour) Decay Coefficient --a Initial —f Final —f0 A 5.0 1.0 0.0007 B 4.5 0.6 0.0018 C 3.0 0.5 0.0018 D 3.0 0.5 0.0018 To calculate the maximum infiltration depths that may occur at each time increment, it is necessary to integrate Equation RO-8 and calculate the values for each time increment. Very little accuracy is lost if, instead of integrating Equation RO-8, the infiltration rate is calculated at the center of each time increment. This "central" value can then multiplied by the unit time increment to estimate the infiltration depth. This was done for the four NRCS hydrologic soil groups, and the results are presented in Table RO-8. Although Tables RO-7 and RO-8 provide recommended values for various Horton equation parameters, these recommendations are being made specifically for the urbanized or urbanizing watersheds in the Denver metropolitan area and may not be valid in different meteorologic and climatic regions. Table RO-8—Incremental Infiltration Depths in Inches* Time in Minutes** NRCS Hydrologic Soil Group A B C and D 5 0.384 0.298 0.201 10 0.329 0.195 0.134 15 0.284 0.134 0.096 20 0.248 0.099 0.073 25 0.218 0.079 0.060 30 0.194 0.067 0.052 35 0.175 0.060 0.048 40 0.159 0.056 0.045 45 0.146 0.053 0.044 50 0.136 0.052 0.043 55 0.127 0.051 0.042 60 0.121 0.051 0.042 65 0.115 0.050 0.042 70 0.111 0.050 0.042 75 0.107 0.050 0.042 80 0.104 0.050 0.042 85 0.102 0.050 0.042 90 0.100 0.050 0.042 95 0.098 0.050 0.042 100 0.097 0.050 0.042 105 0.096 0.050 0.042 110 0.095 0.050 0.042 115 0.095 0.050 0.042 120 0.094 0.050 0.042 ased on central value of each time increment in Horton's equation. ** Time at end of the time increment. RO-22 6/2002 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) 3.2.2 Depression Losses Rainwater that is collected and held in small depressions and does not become part of the general surface runoff is called depression loss. Most of this water eventually infiltrates or is evaporated. Depression losses also include water intercepted by trees, bushes, other vegetation, and all other surfaces. The CUHP method requires numerical values of depression loss as inputs to calculate the effective rainfall. Table RO-6 can be used as a guide in estimating the amount of depression (retention) losses to be used with CUHP. Table RO-6--Typical Depression Losses for Various Land Covers (All Values in Inches) (For Use With CUHP Method) Land Cover Range in Depression (Retention) Losses Recommended Impervious: Large paved areas 0.05 - 0.15 0.1 Roofs -flat 0.1 - 0.3 0.1 Roofs -sloped 0.05 - 0.1 0.05 Pervious: Lawn grass 0.2 - 0.5 0.35 Wooded areas and open fields 0.2 - 0.6 0.4 When an area is analyzed for depression losses, the pervious and impervious loss values for all parts of the watershed must be considered and accumulated in proportion to the percent of aerial coverage for each type of surface. 3.2.3 Infiltration The flow of water into the soil surface is called infiltration. In urban hydrology much of the infiltration occurs on areas covered with grass. Urbanization can increase or decrease the total amount of infiltration. Soil type is the most important factor in determining the infiltration rate. When the soil has a large percentage of well -graded fines, the infiltration rate is low. In some cases of extremely tight soil, there may be, from a practical standpoint, essentially no infiltration. If the soil has several layers or horizons, the least permeable layer near the surface will control the maximum infiltration rate. The soil cover also plays an important role in determining the infiltration rate. Vegetation, lawn grass in particular, tends to increase infiltration by loosening the soil near the surface. Other factors affecting infiltration rates include slope of land, temperature, quality of water, age of lawn and soil compaction. As rainfall continues, the infiltration rate decreases. When rainfall occurs on an area that has little antecedent moisture and the ground is dry, the infiltration rate is much higher than it is with high antecedent moisture resulting from previous storms or land irrigation such as lawn watering. Although RO-20 6/2002 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) 90 80 70 60 z O $, 50 a 40 ti 30 20 10 0 RUNOFF 15,000 sq. ft. homes I 4.000 sq. ft homes • /• ! ` � / 3 000 sq. ft homes t • • • • /♦f ,12.000 / '• ♦ ♦ ♦• • • sq. ft. homes k. ! 0./� ♦� / •••••r r . . . f ♦ • / 1.000 sq. ft. homes 1 . /! ♦ A• ♦ • ,• / / 0 1 2 3 4 Single Family Dwelling Units per Acre 5 6 Figure RO-3— Watershed Imperviousness, Single -Family Residential Ranch Style Houses 06/2002 Urban Drainage and Flood Control District RO-15 RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) • • 90 80 70 0 60 a o I a 50 • w 40 b 3. o - 30 20 10 0 5,000 sq. R homes ► • 4.000 sq. ft. homes / . , r 3.000 sq. h. homes / ♦ r ~ / / / I , • ♦ . / r 12,000 sq. ft. homes / i • ♦ • • ,-••• r* 1.000 sq. it. homes ♦ ♦ • r + • / 0 1 2 3 4 Single Family Dwelling Units per Acre 5 6 Figure RO-4—Watershed Imperviousness, Single -Family Residential Split -Level Houses RO-16 6/2002 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF • • • 90 80 70 0 60 'o so e 1 40 77; 30 10 0 15.000 sq. ft. homes I-' ' 14,000 sq. fL homes / I (3,000 sq. It. homes J. r f r' -' 2,000 sq. N. heroes r / - r sq. h. homes 'I r,•i L---, yr �. Lr/ r� , fr �—/ .11,000 I 0 2 3 4 Single Family 0weUinq Units per Acre 6 Figure RO-5--Watershed Imperviousness, Single -Family Residential Two -Story Houses Runoff Coeflelen% C 1 00 080 0.80 070 G60 06C 40 e 30 I G. 20 CIO 3 CO --. --✓ - . 0 15% 20% 30% 40% 50% 60% 70% 80% 90% Watershed Percentage Imperviousness 1001% -4- 100•yr 50.yr -A-25-yr 1t-toyr -w- 5-y; -0- 2-yr Figure RO-6--Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A 06/2002 RO-17 Urban Drainage and Flood Control District CUNP /aPvr 7kt2F - p,oPosn3 a-YR. • • • 2 01 2-002 1.01 3930 -Mead 820 Proposed Conditions_2 year Mead 820 Proposed Analysis_2 year 810102 5.1 001P1 .241.7805.4199 25. .01935.00 810102 5.2 002P2 .0704.6015.3008 25. .01333.60 810102 5.3 003P3 .2088.7706.3853 25. .0327.60 810102 5.4 004P4 .2142.9176.4588 24.9 .0333.10 810102 5.5 005P5 .1276.5044.2522 20.4 .04515.50 810102 5.6 006P6 .2266.6097.2186 25. .03820.00 810102 5.7 007P7 .097.6206.2847 21.8 .02624.40 810102 5.8 008P8 .1222.6015.1892 20. .03919.40 E .40 .40 .40 .40 .40 .40 .40 .40 .0753.498.0018 .0753.206.0018 .0753.335.0018 .0753.891.0018 .0753.802.0018 .0753.988.0018 .075 4.02.0018 .0753.364.0018 Page 1 .533 .514 .522 .559 .553 .566 .568 .524 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OVSw^lacep /A PL'r DhT.4 PROPOSED_2YR 2 1 1 2 3 4 WATERSHED 1 MEAD 820 PROPOSED 2 YEAR 24 0 0 5.0 1 1 301 2 302 3 303 4 304 5 305 6 306 7 307 8 308 0 301 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 2.6 1. 0. 0. 0. 0. 0 302 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 0.7 1. 0. 0. 0. 0. 0 303 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 2.2 2. 0. 0. 0. 0. 0 304 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 2.3 1. 0 305 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 1. 1. 0. 0. 0. 0. 0 306 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 2.3 2. 0. 0. 0. 0. 0 307 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 0.8 1. 0. 0. 0. 0. 0 308 0 2 2 0.1 1.0.000001 0.013 0.1 0. 0. 1. 1. 0. 0. 0. 0. 8 301 302 303 304 305 306 307 308 0 0 0 0 0 0 0 0 8 1 301 302 303 304 305 306 307 308 0 0 0 0 0 0 0 0 ENDPROGRAM Page 1 CJHP IAJPI- r bktk - PfWE:5er) too -YR • • • 3930 -Mead 820 Proposed conditions_100 year 2 Mead 820 Proposed Analysis_100 yea 01 100100 2.72 810102 5.1 001P1 .241.7805.4199 25. .01935.00 .40 .0753.498.0018 .533 0 0 810102 5.2 002P2 .0704.6015.3008 25. .01333.60 .40 .0753.206.0018 .514 0 0 810102 5.3 003P3 .2088.7706.3853 25. .0327.60 .40 .0753.335.0018 .522 0 0 810102 5.4 004P4 .2142.9176.4588 24.9 .0333.10 .40 .0753.891.0018 .559 0 0 810102 5.5 005P5 .1276.5044.2522 20.4 .04515.50 .40 .0753.802.0018 .553 0 0 810102 5.6 006P6 .2266.6097.2186 25. .03820.00 .40 .0753.988.0018 .566 0 0 810102 5.7 007P7 .097.6206.2847 21.8 .02624.40 .40 .075 4.02.0018 .568 0 0 810102 5.8 008P8 .1222.6015.1892 20. .03919.40 .40 .0753.364.0018 .524 0 0 E Page 1 °IDS ..uM ? o0 0 !.J ?t'T -Dh 7 -ft}- • • • PROPOSED_100YR 2 1 1 2 3 4 WATERSHED 1 MEAD 820 PROPOSED 100 YEAR 24 0 0 5.0 1 301 2 302 3 303 4 304 5 305 6 306 7 307 8 308 O 301 0 2 2 0.1 1.0.000001 0. 0. 12.2 173. 0. 0 302 0 2 2 0.1 1.0.000001 0. 0. 3.9 44. 0. 0 303 0 2 2 0.1 1.0.000001 0. 0. 10.3 178. 0 304 0 2 2 0.1 1.0.000001 0. 0. 10.7 153. 0. O 305 0 2 2 0.1 1.0.000001 0. 0. 3.4 157. O 306 0 2 2 0.1 1.0.000001 0. 0. 8.7 244. 0. O 307 0 2 2 0.1 1.0.000001 0. 0. 4.4 78. 0. 0 308 0 2 2 0.1 1.0.000001 0. 0. 4.4 127. 0. 0.013 0. 0. 0.013 0. 0. 0.013 0.013 0. 0. 0.013 0.013 0. 0. 0.013 0. 0. 0.013 0. 0. 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1 0. 0. 0. 0. 0. 0. 8 301 302 303 304 305 306 307 308 0 0 0 0 0 0 0 0 8 1 301 302 303 304 305 306 307 308 0 0 0 0 0 0 0 0 ENDPROGRAM Page 1 GuN� OO711/427- DATA - PRoposo-z) a- Ye • • 3930 -Mead 820 Proposed Conditions_2 year U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 1 -- BASIN COMMENT: P1 AREA LENGTH OF BASIN DIST TO CENTROID (SQMI) (MI) (MI) .24 .78 .42 THIS COEFFICIENT (REFLECTING TIME TO PEAK) .104 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) 25.00 .0190 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 CALCULATED .286 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFs/spmi) (CFS) (AF) 9.44 12.85 35.00 1581.91 381.24 •• NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 11.99) WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 = .30 K75 = .41 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.50 IN./HR. DECAY = .00180/SECOND FNINFL = .53 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 10. 15. 265. 380. 292. TIME 30. 35. 40. 45. UNIT HYDROGRAPH 130. 99. 76. 58. Page 1 TIME 60. 65. 70. 75. UNIT HYDROGRAPH 26. 20. 15. 12. • • • 1 3930 -Mead 820 Proposed Conditions_2 year 20. 226. I 50. 45. I 80. 9. 25. 169. I 55. 34. I 85. 0. BASIN ID: 1 -- BASIN COMMENT: P1 STORM NO. = 1 ____ DATE OR RETURN PERIOD = 2- 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .23 .00 .00 .00 1.02 .00 .00 .00 I .02 .23 .00 .00 .00 .00 I .000 10. .04 I .15 .00 .00 .00 1.04 .00 .00 .00 I .04 .15 .00 .00 .00 .00 I .000 15. .08 1 .11 .00 .00 .00 1.01 .00 .07 .01 I .17 .11 .06 .00 .00 .00 I .008 20. .16 I .08 .08 .00 .00 1.00 .01 .15 .02 I .35 .08 .27 .00 .00 .00 I .019 25. .25 I .07 .19 .00 .00 1.00 .01 .24 .03 I .54 .07 .08 .00 .40 .04 I .071 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .02 I .30 .06 .00 .00 .25 .03 I .042 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .01 I .14 .05 .00 .00 .09 .01 I .016 40. .05 I .05 .00 .00 .00 .00 .00 .05 .01 I .11 .05 .00 .00 .06 .01 I .012 45. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I 5 000. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .006 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .006 60. .03 I .04 .00 .00 .00 .00 .00 .03 .00 1 .07 .04 .00 .00 .02 .00 .006 65. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 1 .07 .04 .00 .00 .02 .00 I .006 70. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 75. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 80. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 95. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 100. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 I .002 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 110. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 115. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 I .001 Page 2 • • • 3930 -Mead 820 Proposed Conditions_2 year 1.17 .222 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. INCHES .36 .00 .00 .08 .05 1.04 .13 2.43 STORM HYDROGRAPH 0. 0. 2. 8. 29. 46. 47. 42. 36. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. 90. STORM HYDROGRAPH 30. 25. 22. 19. 16. 14. 11. 10. 9. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) TIME (MIN.) VOLUME OF EXCESS PRECIP = 2.85 ACRE-FEET PEAK Q = 47. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.50 IN/HR DECAY = .00180 FNINF = MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. 95. 100. 105. 110. 115. 120. 125. 130. 135. .40 .00 .89 .09 STORM HYDROGRAPH 8. 7. 6. 5. 5. 4. 3. 2. 2. EXCESS PRECIP. = .222 .53 IN/HR ** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. 1 RATIONAL FORMULA C = I= A= Q = BASIN ID: 1 .19 1.4 INCHES/HOUR 154.2 ACRES 42. CFS BASIN COMMENT: P1 *** STORM NO. = 0 **** DATE OR RETURN PERIOD = ===TOTAL PERV AREA==I 75.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI =DIR CON IMP AREA --I 13.% OF TOTAL DEP LOSS EFF %EFFIINCR STOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH TIME STORM (MIN.) HYDROGRAPH Page 3 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH • • • INCHES 5. 0. 10. 0. 15. 2. 20. 8. 25. 29. 30. 46. 35. 47. 40. 42. 45. 36. 3930 -Mead 820 Proposed Conditions_2 year 50. 30. 55. 25. 60. 22. 65. 19. 70. 16. 75. 14. 80. 11. 85. 10. 90. 9. 95. 8. 100. 7. 105. 6. 110. 5. 115. 5. 120. 4. 125. 3. 130. 2. 135. 2. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .222 VOLUME OF EXCESS PRECIP = 2.85 ACRE-FEET PEAK Q = 47. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. --''° WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .19 I = .0 INCHES/HOUR A = 154.2 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 2 -- BASIN COMMENT: P2 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .07 .60 .30 25.00 .0130 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) 104 .238 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH Page 4 • • • 3930 -Mead 820 Proposed Conditions_2 year TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 9.15 33.60 1372.63 3.75 96.63 ^^ NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.32) 1 WIDTH AT 50 = 22. MIN. WIDTH AT 75 = 11. MIN. K50 = .25 K75 = .34 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.21 IN./HR. DECAY = .00180/SECOND FNINFL = .51 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 25. 0. 69. 96. 76. 63. 50. TIME UNIT HYDROGRAPH 30. 35. 40. 45. 50. 55. 41. 33. 27. 23. 19. 15. BASIN ID: 2 -- BASIN COMMENT: P2 '' ^* STORM NO. = 1 =--- DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC I INF STOR PREC 5. .02 .21 .00 .00 .000 10. .04 I .14 .00 .00 .00 1.04 .00 .00 .00 I .04 .14 .00 .00 .00 .00 .000 15. .08 I .10 .00 .00 .00 1.01 .00 .07 .01 I .17 .10 .06 .00 .00 .00 .008 20. .16 I .08 .08 .00 .00 .00 .01 .15 .02 I .35 .08 .27 .00 .00 .00 .019 25. .25 I .06 .19 .00 .00 1.00 .01 .24 .03 I .54 .06 .06 .00 .42 .04 .073 30. .14 I .05 .09 .00 .00 1.00 .01 .13 .02 I .30 .05 .00 .00 .25 .03 .043 35. .06 I .05 .01 .00 .00 .00 .00 .06 .01 I .14 .05 .00 .00 .09 .01 .017 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .01 I .11 .05 .00 .00 .06 .01 .012 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 Page 5 TIME UNIT HYDROGRAPH 60. 65. 70. 75. 0. 0. 2- 13. 10. 8. 0. 0. 0. I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 1 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI .00 1.02 .00 .00 .00 I .02 .21 .00 .00 .00 .00 I • • • 3930 -Mead 820 Proposed Conditions_2 year .006 50. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 55. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 60. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 65. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 70. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 75. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 80. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 95. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 100. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 110. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 115. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 1.17 .226 TIME (MIN.) INCHES 5. 10. 15. 20. 25. 30. 35. 40. .38 .00 .00 .08 .05 1.04 .13 2.43 STORM HYDROGRAPH 0. 0. 1. 2. 8. 12. 12. 12. TIME (MIN.) 45. 50. 55. 60. 65. 70. 75. 80. STORM HYDROGRAPH 10. 9. 8. 7. 6. 6. 5. 4. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) TIME (MIN.) 85. 90. 95. 100. 105. 110. 115. 120. .40 .00 .93 .10 STORM HYDROGRAPH 4. 3. 2. 2. 2. 2. 1. 1. EXCESS PRECIP. = .226 VOLUME OF EXCESS PRECIP = .85 ACRE-FEET PEAK Q = 12. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.21 IN/HR DECAY = .00180 FNINF = .51 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A= Q = .19 1.5 INCHES/HOUR 45.1 ACRES 13. CFS Page 6 • 1 3930 -Mead 820 Proposed Conditions_2 year BASIN ID: 2 -- BASIN COMMENT: P2 ** STORM NO. = 0 **** DATE OR RETURN PERIOD = i===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 1. 20. 2. 25. 8. 30. 12. 35. 12. 40. 12. TIME STORM (MIN.) HYDROGRAPH 45. 10. 50. 9. 55. 8. 60. 7. 65. 6. 70. 6. 75. 5. 80. 4. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) TIME STORM (MIN.) HYDROGRAPH 85. 4. 90. 3. 95. 2. 100. 2. 105. 2. 110. 2. 115. 1. 120. 1. EXCESS PRECIP. = .226 VOLUME OF EXCESS PRECIP = .85 ACRE-FEET PEAK Q = 12. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .19 I = .0 INCHES/HOUR A = 45.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 3 -- BASIN COMMENT: P3 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .21 .77 .39 25.00 .0300 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) Page 7 3930 -Mead 820 Proposed Conditions_2 year .104 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 TIME TO PEAK TIME PEAK VOLUME OF RUNOFF (MIN) (AF) 7.91 11.14 .280 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 27.60 (CFS/SQMI) 1987.21 (CFS) 414.93 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.61) 1 WIDTH AT 50 = 15. MIN. WIDTH AT 75 = 8. MIN. K50 = .31 K75 = .43 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.34 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME 0. 5. 10. 15. 20. UNIT HYDROGRAPH 0. 339. 387. 265. 185. BASIN ID: 3 STORM NO. = 1 •---• TIME 25. 30. 35. 40. 45. UNIT HYDROGRAPH 132. 94. 67. 48. 34. -- BASIN COMMENT: P3 TIME 50. 55. 60. 65. 70. UNIT HYDROGRAPH DATE OR RETURN PERIOD = 2 - ===TOTAL PERV AREA==I=DIR CON IMP AREA --I 75.% OF TOTAL I 13.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC 5. .02 I .22 .00 .00 .00 1.02 .00 .00 .00 I .02 .000 10. .04 I .15 .00 .00 .00 1.04 .00 .00 .00 I .04 .000 15. .08 I .10 .00 .00 .00 1.01 .00 .07 .01 I .17 .008 Page 8 24. 17. 12. 9. 0. RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR .22 .00 .00 .15 .00 .00 .10 .06 .00 PREC PRECI .00 .00 I .00 .00 I .00 .00 I • • • 3930 -Mead 820 Proposed Conditions_2 year 20. .16 I .08 .08 .00 .00 1.00 .01 .15 .02 I .35 .08 .27 .00 .00 .00 .019 25. .25 I .06 .19 .00 .00 .00 .01 .24 .03 I .54 .06 .07 .00 .41 .04 .072 30. .14 1 .06 .09 .00 .00 .00 .01 .13 .02 I .30 .06 .00 .00 .25 .03 .042 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .01 I .14 .05 .00 .00 .09 .01 .016 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .01 I .11 .05 .00 .00 .06 .01 .012 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 50. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 55. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 60. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 65. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .006 70. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 75. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 80. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 95. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 102 00. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 105. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 110. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 115. .01 I .04 .00 .00 .00 .00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 .224 1.17 .37 .00 .00 .08 .05 1.04 .13 2.43 .40 .00 .91 .09 TIME STORM (MIN.) HYDROGRAPH 5. 0. 10. 0. 15. 3. 20. 10. 25. 34. 30. 49. 35. 46. 40. 38. 45. 31. TIME STORM (MIN.) HYDROGRAPH 50. 24. 55. 20. 60. 17. 65. 15. 70. 12. 75. 10. 80. 8. 85. 7. 90. 5. Page 9 TIME STORM (MIN.) HYDROGRAPH 95. 5. 100. 4. 105. 4. 110. 4. 115. 4. 120. 3. 125. 2. 130. 2. 135. 1. • • INCHES 3930 -Mead 820 Proposed Conditions_2 year TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .224 VOLUME OF EXCESS PRECIP = 2.49 ACRE-FEET PEAK Q = 49. CFS TIME OF PEAK = 30. MIN. INFILT.= 3.34 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. ** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. 1 RATIONAL FORMULA C = .19 I = 1.7 INCHES/HOUR A = 133.6 ACRES = 42. CFS BASIN ID: 3 BASIN COMMENT: P3 **** STORM NO. = 0 **** DATE OR RETURN PERIOD = l===TOTAL PERV AREA==I=DIR CON IMP AREA --I 75.% OF TOTAL I 13.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 3. 20. 10. 25. 34. 30. 49. 35. 46. 40. 38. 45. 31. TIME STORM (MIN.) HYDROGRAPH 50. 24. 55. 20. 60. 17. 65. 15. 70. 12. 75. 10. 80. 8. 85. 7. 90. 5. TIME STORM (MIN.) HYDROGRAPH 95. 5. 100. 4. 105. 4. 110. 4. 115. 4. 120. 3. 125. 2. 130. 1. 135. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .224 VOLUME OF EXCESS PRECIP = 2.49 ACRE-FEET PEAK Q = 49. CFS TIME OF PEAK = 30. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. Page 10 • • 3930 -Mead 820 Proposed Conditions_2 year WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .19 I = .0 INCHES/HOUR A = 133.6 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 4 -- BASIN COMMENT: P4 AREA LENGTH OF BASIN DIST TO CENTROID (SQMI) (MI) (MI) .21 .92 .46 PEAK THIS COEFFICIENT (REFLECTING TIME TO PEAK) 104 BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) 24.90 .0300 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .280 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION VOLUME OF RUNOFF (MIN) (MIN) (AF) 9.03 11.42 33.10 PEAK RATE OF RUNOFF UNIT HYDROGRAPH (CFS/SQMI) 1648.89 (CFS) 353.19 "••" NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 12.10) WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. RAINFALL LOSSES INPUT W/ BASIN DATA Page 11 K50 = .30 K75 = .40 • • • 1 3930 -Mead 820 Proposed Conditions_2 year MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.89 IN./HR. DECAY = .00180/SECOND FNINFL = 56 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 25. 0. 256. 349. 261. 199. 148. TIME UNIT HYDROGRAPH 30. 35. 40. 45. 50. 55. 113. 85. 65. 49. 37. 28. BASIN ID: 4 -- BASIN COMMENT: P4 STORM NO. = 1 ---- DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC 5. .02 .000 10. .04 .000 15. .08 .008 20. .16 .019 25. .25 .069 30. .14 .042 35. .06 .016 40. .05 .012 45. .03 .005 50. .03 .005 55. .03 .005 60. .03 .005 65. .03 .005 70. .02 .002 75. .02 .002 80. .02 .002 85. .02 .002 90. .02 .002 95. .02 TIME UNIT HYDROGRAPH 60. 65. 70. 75. 80. 0. 2- 22. 16. 12. 9. 0. 0. I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 12.% OF TOTAL I 10.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF INF .26 .17 .12 .09 .07 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 STOR PREC .00 .00 .00 .00 .00 .00 .07 .18 .08 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PRECISTOR .00 .02 .00 .04 .00 1.01 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 .00 1.00 PREC PRECIPREC .00 .00 .00 I .02 .00 .00 .00 I .04 .00 .07 .01 I .17 .01 .15 .02 I .35 .01 .24 .03 I .54 .01 .13 .02 I .30 .00 .06 .01 I .14 .00 .05 .01 I .11 .00 .03 .00 I .07 .00 .03 .00 I .07 .00 .03 .00 I .07 .00 .03 .00 I .07 .00 .03 .00 I .07 .00 .02 .00 I .04 .00 .02 .00 I .04 .00 .02 .00 I .04 .00 .02 .00 I .04 .00 .02 .00 I .04 .00 .02 .00 I .04 Page 12 INF STOR STOR PREC PRECI .26 .00 .00 .00 .00 I .17 .12 .09 .07 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .00 .05 .26 .09 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .38 .24 .08 .06 .02 .02 .02 .02 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04 .03 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 • • • 3930 -Mead 820 Proposed Conditions_2 year .002 100. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 110. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 115. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .02 .05 .00 .00 .00 .00 .001 120. .01 1 .05 .00 .00 .00 .00 .00 .01 .00 I .02 .05 .00 .00 .00 .00 .001 .216 1.17 .34 .00 .00 .08 .05 1.04 .13 2.43 .40 .00 .85 .09 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 2. 20. 8. 25. 26. 30. 41. 35. 42. 40. 37. 45. 31. TIME STORM (MIN.) HYDROGRAPH 50. 26. 55. 22. 60. 19. 65. 16. 70. 14. 75. 11. 80. 10. 85. 8. 90. 7. TIME STORM (MIN.) HYDROGRAPH 95. 6. 100. 5. 105. 5. 110. 4. 115. 4. 120. 3. 125. 3. 130. 2. 135. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .216 VOLUME OF EXCESS PRECIP = 2.47 ACRE-FEET PEAK Q = 42. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.89 IN/HR DECAY = .00180 FNINF = .56 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. ••* WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA is TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .19 I = 1.5 INCHES/HOUR A = 137.1 ACRES Q = 38. CFS BASIN ID: 4 BASIN COMMENT: P4 -••** STORM NO. = 0 - •- DATE OR RETURN PERIOD = ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 12.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF Page 13 • 3930 -Mead 820 Proposed Conditions_2 year %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .000 • • TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 2. 20. 8. 25. 26. 30. 41. 35. 42. 40. 37. 45. 31. TIME STORM (MIN.) HYDROGRAPH 50. 26. 55. 22. 60. 19. 65. 16. 70. 14. 75. 11. 80. 10. 85. 8. 90. 7. TIME STORM (MIN.) HYDROGRAPH 95. 6. 100. 5. 105. 5. 110. 4. 115. 4. 120. 3. 125. 2. 130. 2. 135. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .216 VOLUME OF EXCESS PRECIP = 2.47 ACRE-FEET PEAK Q = 42. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .19 I = .0 INCHES/HOUR A = 137.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 5 -- BASIN COMMENT: P5 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .13 .50 .25 20.40 .0450 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) Page 14 • • • 3930 -Mead 820 Proposed Conditions_2 year .110 THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .12 TIME TO PEAK TIME OF PEAK VOLUME OF RUNOFF (MIN) (AF) 6.81 .237 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .41 CALCULATED UNIT HYDROGRAPH CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 7.50 15.50 (CFS/SQMI) 1818.52 (CFS) 232.04 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.66) 1 WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 9. MIN RAINFALL LOSSES INPUT W/ BASIN DATA K50 = .27 K75 = .37 MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. _ .08 IN. INFILTRATION = 3.80 IN./HR. DECAY = .00180/SECOND FNINFL = .55 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 0. 198. 212. 156. 113. TIME UNIT HYDROGRAPH 25. 30. 35. 40. 45. 85. 63. 48. 36. 27. BASIN ID: 5 -- BASIN COMMENT: PS •** * STORM NO. = 1 **** DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC 5. .02 .000 10. .04 I .000 15. .08 I .006 TIME UNIT HYDROGRAPH 50. 55. 60. 65. 70. 2- 20. 15. 11. 8. 0. ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 80.% OF TOTAL I 8.% OF TOTAL I 10.% OF TOTAL MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF INF .25 .17 .12 STOR .00 .00 .00 PREC .00 .00 .00 PRECISTOR .00 1.02 .00 I.04 .00 I.01 PREC .00 .00 .00 .00 .00 .07 Page 15 PRECIPREC .00 I .02 .00 I .04 .01 I .17 INF STOR STOR PREC .25 .00 .00 .00 .17 .00 .00 .00 .12 .05 .00 .00 PRECI .00 I .00 I .00 • • 3930 -Mead 820 Proposed Conditions_2 year 20. .16 I .09 .07 .00 .00 1.00 .01 .15 .01 I .35 .09 .27 .00 .00 .00 .013 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .02 1 .55 .07 .08 .00 .40 .04 . 059 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .01 I .31 .06 .00 .00 .25 .02 .035 35. .06 I .05 .01 .00 .00 1.00 .00 .06 .01 I .14 .05 .00 .00 .08 .01 .013 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .11 .05 .00 .00 .06 .01 . 010 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 . 004 60. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 65. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 70. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 75. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 80. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 85. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 90. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 95. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 100. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 110. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 .002 115. .01 I .05 .00 .00 .00 .00 .00 .01 .00 I .02 .05 .00 .00 .00 .00 .001 120. .01 1 .05 .00 .00 .00 1.00 .00 .01 .00 I .02 .05 .00 .00 .00 .00 .001 1.17 .35 .00 .00 .08 .05 1.04 .09 2.47 .40 .00 .89 .09 .172 TIME STORM (MIN.) HYDROGRAPH 5. 0. 10. 0. 15. 1. 20. 4. 25. 15. 30. 22. 35. 21. 40. 18. TIME STORM (MIN.) HYDROGRAPH 45. 15. 50. 12. 55. 10. 60. 9. 65. 8. 70. 6. 75. 5. 80. 4. Page 16 TIME STORM (MIN.) HYDROGRAPH 85. 3. 90. 3. 95. 2. 100. 2. 105. 2. 110. 2. 115. 2. 120. 1. • INCHES • • 1 3930 -Mead 820 Proposed Conditions_2 year TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. .172 VOLUME OF EXCESS PRECIP = 1.17 ACRE-FEET PEAK Q = 22. CFS TIME OF PEAK = 30. MIN. INFILT.= 3.80 IN/HR DECAY = .00180 FNINF = MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = .15 I = 2.3 INCHES/HOUR A = 81.7 ACRES Q = 27. CFS BASIN ID: 5 **** STORM NO. = 0 ---- ===TOTAL PERV AREA==J I 80.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI BASIN COMMENT: P5 DATE OR RETURN PERIOD = =DIR CON IMP AREA --I 8.% OF TOTAL DEP LOSS EFF %EFFIINCR STOR PREC PRECIPREC .55 IN/HR RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. INCHES STORM HYDROGRAPH 0. 0. 1. 4. 15. 22. 21. 18. TIME (MIN.) 45. 50. 55. 60. 65. 70. 75. 80. STORM HYDROGRAPH 15. 12. 10. 9. 8. 6. 5. 4. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) TIME (MIN.) VOLUME OF EXCESS PRECIP = 1.17 ACRE-FEET PEAK Q = 22. CFS TIME OF PEAK = 30. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .15 I = .0 INCHES/HOUR A = 81.7 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year Page 17 85. 90. 95. 100. 105. 110. 115. 120. .00 .00 .00 .00 STORM HYDROGRAPH 3. 3. 2. 2. 2. 2. 2. 1. EXCESS PRECIP. = .172 .00 IN/HR 2/ 6/2009 AT TIME 13:41 3930 -Mead 820 Proposed Conditions_2 year BASIN ID: 6 -- BASIN COMMENT: P6 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) • .23 .61 .22 COEFFICIENT (REFLECTING TIME TO PEAK) .104 THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 TIME TO PEAK TIME OF PEAK VOLUME OF RUNOFF (MIN) (AF) 7.50 12.09 25.00 .0380 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .283 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 20.00 (CFS/SQMI) 2175.74 (CFS) 493.02 ••••* NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.72) 1 WIDTH AT 50 = 14. MIN. WIDTH AT 75 = 7. MIN. K50 = .33 K75 = .44 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.99 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. TIME 0. 5. 10. 15. 20. UNIT HYDROGRAPH 0. 419. 439. 288. 194. BASIN ID: 6 . ••-`*" STORM NO. = 1 _ ...:.: TIME 25. 30. 35. 40. 45. UNIT HYDROGRAPH 133. 92. 63. 43. 30. -- BASIN COMMENT: P6 DATE OR RETURN PERIOD = Page 18 TIME UNIT HYDROGRAPH 50. 55. 60. 65. 0. 2- 21. 14. 10. 0. 0. • • • 3930 -Mead 820 Proposed conditions_2 ===TOTAL PERV AREA==I=DIR CON IMP AREA --I 75.% OF TOTAL I 13.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC 5. .02 I .26 .00 .00 .00 1.02 .00 .00 .00 1 .02 .000 10. .04 I .17 .00 .00 .00 .04 .00 .00 .00 I .04 .000 15. .08 I .12 .00 .00 .00 .01 .00 .07 .01 I .17 .008 20. .16 I .09 .07 .00 .00 .00 .01 .15 .02 I .35 .019 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .03 I .54 .068 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .02 I .30 .042 35. .06 I .06 .01 .00 .00 1.00 .00 .06 .01 I .14 .016 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .01 I .11 .012 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .005 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .005 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .005 60. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .005 65. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .005 .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 75. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 80. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .002 85. .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .002 90. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 95. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 100. .02 I .05 .00 .00 .00 .00 .00 .02 .00 1 .04 .002 105. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 110. .02 I .05 .00 .00 .00 1.00 .00 .02 .00 I .04 .002 115. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .02 .001 120. .01 I .05 .00 .00 .00 1.00 .00 .01 .00 I .02 .001 year RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .26 .00 .00 .00 .00 I .17 .12 .09 .07 .06 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .05 .00 .04 .26 .10 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .37 .24 .08 .06 .02 .02 .02 .02 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .04 .03 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.17 .216 .34 .00 .00 .08 .05 1.04 .13 2.43 TIME STORM I TIME STORM (MIN.) HYDROGRAPH I (MIN.) HYDROGRAPH Page 19 .40 .00 .84 .09 TIME STORM I (MIN.) HYDROGRAPH I 5. 10. 15. 20. 25. 30. 35. 40. 45. INCHES 0. 0. 4. 12. 40. 55. 50. 41. 31. 3930 -Mead 820 Proposed Conditions_2 50. 55. 60. 65. 70. 75. 80. 85. 90. 24. 20. 17. 14. 12. 9. 8. 6. 5. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) year 95. 100. 105. 110. 115. 120. 125. 130. 135. 5. 5. 4. 4. 4. 3. 2. 2. 1. EXCESS PRECIP. = .216 VOLUME OF EXCESS PRECIP = 2.61 ACRE-FEET PEAK Q = 55. CFS TIME OF PEAK = 30. MIN. INFILT.= 3.99 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. *** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND • 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I = A = Q= BASIN ID: 6 *** STORM NO. = 0 ••.. ===TOTAL PERV AREA== 75.% OF TOTAL j TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI .19 2.0 INCHES/HOUR 145.0 ACRES 53. CFS BASIN COMMENT: P6 DATE OR RETURN PERIOD = I=DIR CON IMP AREA --I 13.% OF TOTAL DEP LOSS EFF %EFFIINCR RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF STOR PREC PRECIPREC INF STOR STOR PREC PRECI .000 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. STORM HYDROGRAPH 0. 0. 4. 12. 40. 55. 50. 41. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. STORM HYDROGRAPH 24. 20. 17. 14. 12. 9. 8. 6. Page 20 TIME (MIN.) 95. 100. 105. 110. 115. 120. 125. 130. STORM HYDROGRAPH 5. 5. 4. 4. 4. 3. 2. 1. • • • INCHES 3930 -Mead 820 Proposed Conditions_2 year 45. 31. I 90. 5. I 135. 1. I TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .216 VOLUME OF EXCESS PRECIP = 2.61 ACRE-FEET PEAK Q = 55. CFS TIME OF PEAK = 30. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. _a* WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .19 I = .0 INCHES/HOUR A = 145.0 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 7 -- BASIN COMMENT: P7 AREA (SQMI) .10 THIS LENGTH OF BASIN DIST TO CENTROID (MI) (MI) .62 .28 COEFFICIENT (REFLECTING TIME TO PEAK) 108 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) 21.80 .0260 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .13 CALCULATED .233 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .44 UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF PEAK VOLUME OF RUNOFF (MIN) (MIN) (cFs/sQmi) (AF) 5.17 7.50 24.40 Page 21 1791.87 UNIT HYDROGRAPH (CFS) 173.81 • • • 3930 -Mead 820 Proposed Conditions_2 year *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.28) 1 WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 = .27 K75 = .37 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 4.02 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 148. 10. 159. 15. 118. 20. 86. TIME UNIT HYDROGRAPH 25. 65. 30. 49. 35. 37. 40. 28. 45. 21. BASIN ID: 7 -- BASIN COMMENT: P7 ** STORM NO. = 1 **** DATE OR RETURN PERIOD = . TIME UNIT HYDROGRAPH 50. 16. 55. 12. 60. 9. 65. 0. 0. 0. 2- 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I I 78.% OF TOTAL I 10.% OF TOTAL I 10.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .02 I .27 .00 .00 .00 1.02 .00 .00 .00 I .02 .27 .00 .00 .00 .00 I .000 10. .04 I .18 .00 .00 .00 1.04 .00 .00 .00 I .04 .18 .00 .00 .00 .00 I .000 15. .08 I .12 .00 .00 .00 1.01 .00 .07 .01 I .17 .12 .05 .00 .00 .00 I .006 20. .16 I .09 .07 .00 .00 1.00 .01 .15 .01 I .35 .09 .26 .00 .00 .00 .015 25. .25 I .07 .18 .00 .00 1.00 .01 .24 .02 I .55 .07 .09 .00 .39 .04 I .061 30. .14 I .06 .08 .00 .00 1.00 .01 .13 .01 I .31 .06 .00 .00 .25 .02 I .037 35. .06 I .06 .01 .00 .00 1.00 .00 .06 .01 I .14 .06 .00 .00 .08 .01 I .014 40. .05 I .05 .00 .00 .00 1.00 .00 .05 .00 I .11 .05 .00 .00 .06 .01 I .010 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .004 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 55. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 60. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .005 65. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .005 .02 I .05 .00 .00 .00 .00 .00 .02 .00 I .04 .05 .00 .00 .00 .00 I Page 22 • • • .002 75. .002 80. .002 85. .002 90. .002 95. .002 100. .002 105. .002 110. .002 115. .001 120. .001 3930 -Mead .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .02 I .05 .00 .00 .00 .01 I .05 .00 .00 .00 .01 I .05 .00 .00 .00 820 Proposed Conditions_2 .00 .00 .02 .00 I .04 I.00 .00 .02 .00 I .04 .00 .00 .02 .00 I .04 .00 .00 .02 .00 I .04 .00 .00 .02 .00 I .04 .00 .00 .02 .00 I .04 00 .00 .02 .00 I .04 00 .00 .02 .00 I .04 00 .00 .01 .00 I .02 100 .00 .01 .00 I .02 year .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 .05 .00 .00 .00 .00 1.17 .184 TIME (MIN.) INCHES 1 5. 10. 15. 20. 25. 30. 35. 40. .34 .00 .00 .08 .05 1.04 .10 2.46 STORM HYDROGRAPH 0. 0. 1. 3. 12. 17. 17. 15. TIME (MIN.) 45. 50. 55. 60. 65. 70. 75. 80. STORM HYDROGRAPH 12. 10. 8. 7. 6. 5. 4. 3. TIME (MIN.) 85. 90. 95. 100. 105. 110. 115. 120. .40 .00 .86 .09 STORM HYDROGRAPH 3. 2. 2. 2. 2. 1. 1. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .184 VOLUME OF EXCESS PRECIP = .95 ACRE-FEET PEAK Q = 17. CFS TIME OF PEAK = 30. MIN. INFILT.= 4.02 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A = Q = BASIN ID: 7 .16 1.8 INCHES/HOUR 62.1 ACRES 17. CFS BASIN COMMENT: P7 '*** STORM NO. = 0 ""` DATE OR RETURN PERIOD = TIME INCR I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 78.% OF TOTAL I 10.% OF TOTAL I 10.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF Page 23 • 3930 -Mead 820 Proposed conditions_2 year %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECJ • • .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. INCHES STORM HYDROGRAPH 0. 0. 1. 3. 12. 17. 17. 15. TIME (MIN.) 45. 50. 55. 60. 65. 70. 75. 80. STORM HYDROGRAPH 12. 10. 8. 7. 6. 5. 4. 3. TIME (MIN.) 85. 90. 95. 100. 105. 110. 115. 120. .00 .00 .00 .00 STORM HYDROGRAPH 3. 2. 2. 2. 2. 1. 1. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .184 VOLUME OF EXCESS PRECIP = .95 ACRE-FEET PEAK Q = 17. CFS TIME OF PEAK = 30. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .16 Z = .0 INCHES/HOUR A = 62.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:41 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_2 year BASIN ID: 8 -- BASIN COMMENT: P8 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .12 .60 .19 20.00 COEFFICIENT (REFLECTING TIME TO .110 .0390 5.00 COEFFICIENT PEAK) (RELATED TO PEAK RATE OF RUNOFF) THIS BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .12 .234 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .40 Page 24 • • • 3930 -Mead 820 Proposed Conditions_2 year CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 7.50 6.52 19.40 1793.86 219.21 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.58) 1 WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 = .27 K75 = .37 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. _ .08 IN. INFILTRATION = 3.36 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 0. 187. 200. 148. 108. TIME UNIT HYDROGRAPH 25. 30. 35. 40. 45. 81. 61. 46. 35. 26. BASIN ID: 8 -- BASIN COMMENT: P8 * STORM NO. = 1 **** ===TOTAL PERV AREA==l 80.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFI %EFFI TOTAL MIN PREC 5. .02 .000 10. .04 .000 15. .08 .005 20. .16 .012 25. .25 .060 30. .14 .035 35. .06 .013 40. .05 .010 INF STOR PREC .22 .00 .00 .15 .11 .08 .06 .06 .05 .05 .00 .00 .08 .19 .09 .01 .00 .00 .00 .00 .00 .00 .00 .00 DATE OR RETURN PERIOD = =DIR CON IMP AREA --I 8.% OF TOTAL I TIME UNIT HYDROGRAPH 50. 55. 60. 65. 70. 2- 20. 15. 11. 8. 0. RECEIVING PERV AREA 10.% OF TOTAL DEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF PRECISTOR .00 1.02 .00 .04 .00 1.01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 PREC PRECIPREC .00 .00 I .02 .00 .00 I .04 .07 .01 I .17 .15 .01 I .35 .24 .02 I .55 .13 .01 I .31 .06 .00 I .14 .05 .00 I .11 Page 25 INF STOR STOR PREC PRECI .22 .00 .00 .00 .00 I .15 .00 .00 .00 .00 I .11 .06 .00 .00 .00 I .08 .27 .00 .00 .00 I .06 .06 .00 .43 .04 I .06 .00 .00 .25 .02 .05 .00 .00 .09 .01 I .05 .00 .00 .06 .01 I • • • 3930 -Mead 820 Proposed Conditions_2 year 45. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 50. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .004 55. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .004 60. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .004 65. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .02 .00 .004 70. .02 1 .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 75. .02 1 .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 80. .02 1 .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 85. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 90. .02 I .04 .00 .00 .00 1.00 .00 .02 .00 1 .04 .04 .00 .00 .00 .00 .002 95. .02 1 .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 100. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 105. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 110. .02 I .04 .00 .00 .00 .00 .00 .02 .00 I .04 .04 .00 .00 .00 .00 .002 115. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 120. .01 I .04 .00 .00 .00 1.00 .00 .01 .00 I .02 .04 .00 .00 .00 .00 .001 .174 1.17 .37 .00 .00 .08 .05 1.04 .08 2.47 .40 .00 .94 .09 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 1. 20. 3. 25. 14. 30. 21. 35. 20. 40. 18. TIME STORM (MIN.) HYDROGRAPH 45. 14. 50. 12. 55. 10. 60. 9. 65. 7. 70. 6. 75. 5. 80. 4. TIME STORM (MIN.) HYDROGRAPH 85. 3. 90. 3. 95. 2. 100. 2. 105. 2. 110. 2. 115. 1. 120. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = 1.01) EXCESS PRECIP. = .174 VOLUME OF EXCESS PRECIP = 1.13 ACRE-FEET PEAK Q = 21. CFS TIME OF PEAK = 30. MIN. INFILT.= 3.36 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I = A = .15 2.0 INCHES/HOUR 78.2 ACRES Page 26 • 1 3930 -Mead 820 Proposed Conditions_2 year Q = 23. CFS BASIN ID: 8 -- BASIN COMMENT: P8 ^-^= STORM NO. = 0 * * * * DATE OR RETURN PERIOD = ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 80.% OF TOTAL I 8.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH INCHES • 5. 0. 10. 0. 15. 1. 20. 3. 25. 14. 30. 21. 35. 20. 40. 18. TIME STORM (MIN.) HYDROGRAPH 45. 14. 50. 12. 55. 10. 60. 9. 65. 7. 70. 6. 75. 5. 80. 4. TIME STORM (MIN.) HYDROGRAPH 85. 3. 90. 3. 95. 2. 100. 2. 105. 2. 110. 2. 115. 1. 120. 1. TOTAL PRECIP. = 1.17 (1 -HOUR RAIN = .00) EXCESS PRECIP. = .174 VOLUME OF EXCESS PRECIP = 1.13 ACRE-FEET PEAK Q = 21. CFS TIME OF PEAK = 30. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = I = A = = .15 .0 INCHES/HOUR 78.2 ACRES 0. CFS Page 27 U "-1 expo o(Pr?tr 2kn4 • • PROPOSED_2YR URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ENTRY MADE TO RUNOFF MODEL MEAD 820 PROPOSED 2 YEAR ONUMBER OF TIME STEPS 24 OINTEGRATION TIME INTERVAL (MINUTES), 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1 MEAD 820 PROPOSED 2 YEAR HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 8 SUBCATCHMENTS TIME(HR/MIN) 1 2 3 4 5 6 7 8 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0 15. 2. 1. 3. 2. 1. 4. 1. 1. 0 20. 8. 2. 10. 8. 4. 12. 3. 3. 0 25. 29. 8. 34. 26. 15. 40. 12. 14. 0 30. 46. 12. 49. 41. 22. 55. 17. 21. 0 35. 47. 12. 46. 42. 21. 50. 17. 20. 0 40. 42. 12. 38. 37. 18. 41. 15. 18. 0 45. 36. 10. 31. 31. 15. 31. 12. 14. 0 50. 30. 9. 24. 26. 12. 24. 10. 12. 0 55. 25. 8. 20. 22. 10. 20. 8. Page 1 • • 1 PROPOSED_2YR 10. 1 0. 22. 7. 17. 19. 9. 17. 7. 9. 1 5. 19. 6. 15. 16. 8. 14. 6. 7. 1 10. 16. 6. 12. 14. 6. 12. 5. 6. 1 15. 14. 5. 10. 11. 5. 9. 4. 5. 1 20. 11. 4. 8. 10. 4. 8. 3. 4. 1 25. 10. 4. 7. 8. 3. 6. 3. 3. 1 30. 9. 3. 5. 7. 3. 5. 2. 3. 1 35. 8. 2. 5. 6. 2. 5. 2. 2. 1 40. 7. 2. 4. 5. 2. 5. 2. 2. 1 45. 6. 2. 4. 5. 2. 4. 2. 2. 1 50. 5. 2. 4. 4. 2. 4. 1. 2. 1 55. 5. 1. 4. 4. 2. 4. 0. 1. 2 0. 4. 0. 3. 3. 0. 3. 0. 0. MEAD 820 PROPOSED 2 YEAR WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH 3K NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 301 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.6 1.0 302 0 2 2 PIPE .1 1. .0010 • 0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Page 2 • • • 303 0 .0 .0 304 .0 305 .0 0 .0 0 .0 306 0 .0 .0 307 .0 308 .0 0 .0 0 .0 .0 2 .013 RESERVOIR .0 2 .013 RESERVOIR .0 2 .013 RESERVOIR .0 2 .013 RESERVOIR .0 2 .013 RESERVOIR .0 2 .013 RESERVOIR .0 PROPOSED_2YR .0 .7 1.0 2 PIPE .10 0 STORAGE IN ACRE-FEET .0 2.2 2 PIPE .10 0 STORAGE IN ACRE-FEET .0 2.3 2 PIPE .10 0 STORAGE IN ACRE-FEET .0 1.0 2 PIPE .10 0 STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 2.3 2.0 2 PIPE .1 .10 0 STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .8 1.0 2 PIPE .1 .10 0 STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 1.0 1.0 .1 1. .0010 VS SPILLWAY OUTFLOW 2.0 .1 VS SPILLWAY OUTFLOW 1.0 .1 VS SPILLWAY OUTFLOW 1.0 .1 OTOTAL NUMBER OF GUTTERS/PIPES, 8 1 MEAD 820 PROPOSED 2 YEAR ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA 301 0 0 0 0 O 0 0 0 0 0 0 0 302 0 0 0 0 O 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 0 0 0 304 0 0 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 0 OHYDROGRAPHS WILL BE STORED FOR D.A.(AC) 0 0 0 0 0 0 O 154.2 O 0 0 0 0 0 O 45.1 O 0 0 0 0 0 O 133.6 0 0 0 0 0 0 O 137.1 0 0 0 0 0 0 0 81.7 0 0 0 0 0 0 0 145.0 0 0 0 0 0 0 0 62.1 0 0 0 0 0 0 0 0 0 78.2 THE FOLLOWING 8 POINTS Page 3 1. .0010 1. .0010 1. .0010 1. .0010 1. .0010 1 2 3 4 5 6 7 8 • • HYDROGRAPH PROPOSED_2YR 301 302 303 304 305 306 307 308 MEAD 820 PROPOSED 2 YEAR HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 301 302 303 304 305 306 307 308 0 5. 0. 0. 0. 0. 0. 0. 0. 0. .0(s) .0(s) .0(s) .0(s) .0(s) .0(s) .0(s) .0(5) 0 10. 0. 0. 0. 0. 0. 0. 0. 0. .0(s) .0(s) .0(s) .0(s) .0(5) .0(s) .0(s) .0(s) 0 15. 0. 0. 0. 0. 0. 0. 0. 0. .0(s) .0(s) .0(s) .0(s) .0(s) .0(s) .0(s) .0(s) 0 20. 0. 0. 0. 0. 0. 0. 0. 0. .0(s) .0(s) .1(s) .0(s) .0(5) .1(s) .0(s) .0(s) 0 25. 0. 0. 0. 0. 0. 0. 0. 0. .2(5) .0(s) .2(s) .2(s) .1(5) .2(s) .1(s) .1(5) 0 30. 0. 0. 0. 0. 0. 0. 0. 0. .4(s) .1(s) .5(5) .4(s) .2(s) .6(s) .2(5) .2(5) 0 35. 0. 0. 1. 0. 0. 1. 0. 0. .7(5) .2(s) .8(5) .7(s) .4(s) .9(s) .3(5) .3(s) 0 40. 0. 0. 1. 0. 0. 1. 0. O. 1.0(5) .3(s) 1.1(s) .9(s) .5(5) 1.2(s) .4(s) Page 4 • .5(5) PROPOSED_2YR 0 45. 1. 0. 1. 1. 1. 1. 1. 1. 1.3(5) .3(s) 1.3(s) 1.2(s) .6(5) 1.5(s) .5(s) .6(S) 0 50. 1. 1. 1. 1. 1. 1. 1. 1. 1.5(S) .4(s) 1.5(s) 1.4(5) .7(5) 1.6(s) .5(s) .7(s) 0 55. 1. 1. 2. 1. 1. 2. 1. 1. 1.7(s) .5(s) 1.6(S) 1.5(s) .8(s) 1.8(5) .6(s) .7(s) 1 0. 1. 1. 2. 1. 1. 2. 1. 1. 1.9(s) .5(s) 1.8(5) 1.7(s) .8(s) 1.9(5) .7(s) .8(s) 1 5. 1. 1. 2. 1. 1. 2. 1. 1. 2.0(S) .5(5) 1.9(5) 1.8(s) .9(5) 2.0(s) .7(5) .8(S) 1 10. 1. 1. 2. 1. 1. 2. 1. 1. 2.1(5) .6(5) 1.9(5) 1.9(s) .9(5) 2.1(5) .7(s) • 9(s) 1 15. 1. 1. 2. 1. 1. 2. 1. 1. 2.2(s) .6(5) 2.0(5) 1.9(s) .9(S) 2.1(5) .8(5) .9(s) 1 20. 1. 1. 2. 1. 1. 2. 1. 1. 2.3(5) .6(5) 2.1(s) 2.0(5) 1.0(s) 2.2(5) .8(S) .9(s) 1 25. 1. 1. 2. 1. 1. 2. 1. 1. 2.4(5) .7(s) 2.1(5) 2.1(s) 1.0(s) 2.2(s) .8(s) 1.0(S) 1 30. 1. 1. 2. 1. 1. 2. 1. 1. 2.4(s) .7(S) 2.1(s) 2.1(s) 1.0(s) 2.2(s) .8(s) 1.0(5) 1 35. 1. 1. 2. 1. 1. 2. 1. 1. 2.5(S) .7(s) 2.1(s) 2.2(s) 1.0(s) 2.3(s) .8(s) 1.0(s) 1 40. 1. 1. 2. 1. 1. 2. 1. 1. 2.5(S) .7(5) 2.2(5) 2.2(5) 1.0(5) 2.3(s) .8(5) • 1.0(5) 1 45. 1. 1. 2. 1. 1. 2. 1. Page 5 • 1 • • PROPOSED_2YR 1. 2.6(5) .7(s) 2.2(s) 2.2(s) 1.0(s) 2.3(s) .8(5) 1.0(s) 1 50. 1. 1. 2. 1. 1. 2. 1. 1. 2.6(s) .7(s) 2.2(5) 2.2(s) 1.0(s) 2.3(5) .8(s) 1.0(s) 1 55. 1. 1. 2. 1. 1. 2. 1. 1. 2.6(S) .7(s) 2.2(5) 2.3(s) 1.0(s) 2.3(s) .8(5) 1.0(5) 2 0. 1. 1. 2. 1. 1. 2. 1. 1. 2.6(5) .7(s) 2.2(s) 2.3(s) 1.0(s) 2.3(s) .8(s) 1.0(5) MEAD 820 PROPOSED 2 YEAR *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 308 1. .1 1.0 1 55. 307 1. .1 .8 1 50. 306 2. .1 2.3 2 0. 305 1. .1 1.0 1 55. 304 1. .1 2.3 2 0. 303 2. .1 2.2 2 0. 302 1. .1 .7 1 55. 301 1. .1 2.6 2 0. Page 6 CUM° ourPcri- DkTr - PRopcseb /OO-yc • • • 3930 -Mead 820 Proposed Conditions_100 year 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 1 AREA (SQMI) BASIN COMMENT: P1 LENGTH OF BASIN DIST TO CENTROID (MI) (MI) IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) .24 .78 .42 25.00 .0190 5.00 THIS BASIN COEFFICIENT (REFLECTING TIME TO PEAK) .104 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 .286 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 9.44 12.85 35.00 1581.91 381.24 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 11.99) WIDTH AT 50 = 19. MIN. WIDTH AT 75 = 10. MIN. K50 = .30 K75 = .41 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.50 IN./HR. DECAY = .00180/SECOND FNINFL = .53 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 0. 265. 380. 292. TIME 30. 35. 40. 45. UNIT HYDROGRAPH 130. 99. 76. 58. Page 1 TIME UNIT HYDROGRAPH 60. 65. 70. 75. 26. 20. 15. 12. • • • 1 3930 -Mead 820 Proposed Conditions_100 year 20. 226. I 50. 45. I 80. 9. 25. 169. I 55. 34. I 85. 0. BASIN ID: 1 -- BASIN COMMENT: P1 ••--" STORM NO. = 1 -••-- DATE OR RETURN PERIOD = 100 I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I I 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .23 .00 .00 .00 1.03 .00 .00 .00 I .03 .23 .00 .00 .00 .00 I .000 10. .08 I .15 .00 .00 .00 1.05 .00 .03 .00 I .12 .15 .00 .00 .00 .00 I .004 15. .13 1 .11 .02 .00 .00 1.00 .01 .12 .01 I .27 .11 .16 .00 .00 .00 I .015 20. .22 I .08 .14 .00 .00 1.00 .01 .21 .03 I .47 .08 .24 .00 .15 .02 I .041 25. .38 1 .07 .25 .07 .04 1.00 .02 .36 .05 I .82 .07 .00 .00 .75 .08 I .166 30. .68 1 .06 .00 .62 .40 1.00 .03 .65 .08 11.46 .06 .00 .00 1.41 .14 I .629 35. .38 I .05 .00 .33 .21 1.00 .02 .36 .05 I .82 .05 .00 .00 .77 .08 I .337 40. .22 I .05 .00 .17 .11 1.00 .01 .21 .03 I .47 .05 .00 .00 .42 .04 1 .178 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .02 I .36 .05 .00 .00 .32 .03 I 31 150. .14 I .05 .00 .09 .06 1.00 .01 .13 .02 I .29 .05 .00 .00 .25 .03 I .100 55. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .073 60. .11 I .04 .00 .06 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 I .074 65. .11 I .04 .00 .06 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 I .074 70. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 1 .020 75. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 I .020 80. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 1 .007 85. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 1 .07 .04 .00 .00 .03 .00 I .007 90. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 I .007 95. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 I .007 100. .03 1 .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 I .007 105. .03 1 .04 .00 .00 .00 1.00 .00 .03 .00 1 .07 .04 .00 .00 .03 .00 I .007 110. .03 1 .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 1 .007 115. .03 1 .04 .00 .00 .00 1.00 .00 .03 .00 1 .07 .04 .00 .00 .03 .00 1 .007 120. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 1 .007 Page 2 • • 3930 -Mead 820 Proposed Conditions_100 year 3.14 1.922 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. INCHES .40 1.61 1.04 .08 .15 2.92 .36 6.68 STORM HYDROGRAPH 0. 1. 5. 18. 65. 246. 389. 406. 378. 338. 295. TIME (MIN.) 60. 65. 70. 75. 80. 85. 90. 95. 100. 105. 110. STORM HYDROGRAPH 258. 230. 195. 158. 127. 100. 79. 63. 51. 41. 30. TIME (MIN.) 115. 120. 125. 130. 135. 140. 145. 150. 155. 160. 165. .40 .00 5.00 .52 STORM HYDROGRAPH 23. 20. 15. 11. 8. 6. 4. 3. 2. 1. 1. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) EXCESS PRECIP. = 1.922 VOLUME OF EXCESS PRECIP = 24.71 ACRE - PEAK Q = 406. CFS TIME OF PEAK = INFILT.= 3.50 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET FEET 40. MIN. FNINF = .53 IN/HR ._ .08 IN. ** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. 1 RATIONAL FORMULA C = I = A= Q BASIN ID: 1 STORM NO. = 0 .,__., J===TOTAL PERV AREA==I 75.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI .61 3.9 INCHES/HOUR 154.2 ACRES 366. CFS BASIN COMMENT: P1 DATE OR RETURN PERIOD = =DIR CON IMP AREA -- 13.% OF TOTAL DEP LOSS EFF %EFF STOR PREC PREC RECEIVING PERV AREA 10.% OF TOTAL IINCR MAX DEP WQCV EFF IPREC INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Page 3 • • 3930 -Mead 820 Proposed Conditions_100 year TIME STORM TIME STORM TIME STORM (MIN.) HYDROGRAPH (MIN.) HYDROGRAPH (MIN.) HYDROGRAPH INCHES 5. 0. 10. 1. 15. 5. 20. 18. 25. 65. 30. 246. 35. 389. 40. 406. 45. 378. 50. 338. 55. 295. 60. 258. 65. 230. 70. 195. 75. 158. 80. 127. 85. 100. 90. 79. 95. 63. 100. 51. 105. 41. 110. 30. 115. 23. 120. 18. 125. 13. 130. 9. 135. 6. 140. 4. 145. 3. 150. 2. 155. 1. 160. 1. 165. 1. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) EXCESS PRECIP. = 1.922 VOLUME OF EXCESS PRECIP = 24.71 ACRE-FEET PEAK Q = 406. CFS TIME OF PEAK = 40. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. s*'x" WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .61 I = .0 INCHES/HOUR A = 154.2 ACRES Q 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 2 -- BASIN COMMENT: P2 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .07 .60 .30 25.00 .0130 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) .104 .238 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM Page 4 • • • 3930 -Mead 820 Proposed Conditions_100 year ( DEFAULT ) ( DEFAULT ) R= .14 D= .50 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF) 9.15 33.60 3.75 1372.63 96.63 * * NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.32) 1 WIDTH AT 50 = 22. MIN. WIDTH AT 75 = 11. MIN. K50 = .25 K75 = .34 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.21 IN./HR. DECAY = .00180/SECOND FNINFL = .51 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 69. 10. 96. 15. 76. 20. 63. 25. 50. TIME UNIT HYDROGRAPH 30. 41. 35. 33. 40. 27. 45. 23. 50. 19. 55. 15. BASIN ID: 2 -- BASIN COMMENT: P2 STORM NO. = 1 "•** DATE OR RETURN PERIOD = TIME UNIT HYDROGRAPH 60. 13. 65. 10. 70. 8. 75. 0. 0. 0. 0. 0. 100 I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .21 .00 .00 .00 1.03 .00 .00 .00 I .03 .21 .00 .00 .00 .00 I .000 10. .08 I .14 .00 .00 .00 1.05 .00 .03 .00 I .12 .14 .00 .00 .00 .00 I .004 15. .13 I .10 .02 .00 .00 1.00 .01 .12 .01 I .27 .10 .17 .00 .00 .00 I .015 20. .22 I .08 .14 .00 .00 1.00 .01 .21 .03 I .47 .08 .23 .00 .16 .02 I .042 25. .38 1 .06 .23 .08 .05 1.00 .02 .36 .05 I .82 .06 .00 .00 .76 .08 I .177 30. .68 I .05 .00 .63 .40 1.00 .03 .65 .08 1.46 .05 .00 .00 1.41 .15 I .631 35. .38 I .05 .00 .33 .21 1.00 .02 .36 .05 I .82 .05 .00 .00 .77 .08 I Page 5 • • • 3930 -Mead 820 Proposed Conditions_100 year 339 40. .22 I .05 .00 .17 .11 1.00 .01 .21 .03 I .47 .05 .00 .00 .42 .04 .180 45. .17 I .05 .00 .12 .08 .00 .01 .16 .02 I .36 .05 .00 .00 .32 .03 .133 50. .14 I .04 .00 .09 .06 1.00 .01 .13 .02 I .29 .04 .00 .00 .25 .03 .101 55. .11 I .04 .00 .07 .04 .00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 . 075 60. .11 I .04 .00 .07 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 .075 65. .11 I .04 .00 .07 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 .075 70. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 .021 75. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 .022 80. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 . 007 85. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 087 90. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 . 00795. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 100. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 105. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 O 0. .03 I .04 .00 .00 .00 .00 I .00 .03 .00 I .07 .04 .00 .00 .03 .00 07 115. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 120. .03 I .04 .00 .00 .00 .00 .00 .03 .00 1 .07 .04 .00 .00 .03 .00 .007 3.14 1.950 .40 1.65 1.06 .08 .15 2.92 .36 6.68 .40 .00 5.05 .52 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 0. 15. 1. 20. 5. 25. 18. 30. 65. 35. 101. 40. 107. 45. 103. 50. 95. TIME STORM (MIN.) HYDROGRAPH 55. 86. 60. 78. 65. 72. 70. 63. 75. 54. 80. 45. 85. 38. 90. 31. 95. 25. 100. 17. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) TIME STORM (MIN.) HYDROGRAPH 105. 12. 110. 10. 115. 8. 120. 6. 125. 5. 130. 3. 135. 2. 140. 2. 145. 1. 150. 1. EXCESS PRECIP. = 1.950 VOLUME OF EXCESS PRECIP = 7.32 ACRE-FEET PEAK Q = 107. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.21 IN/HR DECAY = .00180 FNINF = .51 IN/HR Page 6 • • • 1 MAX.PERV.RET.= .40 IN. RATIONAL FORMULA C I A Q BASIN ID: 2 **** STORM NO. = 0 ____ 3930 -Mead 820 Proposed Conditions_100 year MAX.IMP.RET.= .08 IN. = .62 = 4.0 INCHES/HOUR = 45.1 ACRES = 111. CFS ===TOTAL PERV AREA==I 75.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI BASIN COMMENT: P2 DATE OR RETURN PERIOD = =DIR CON IMP AREA --I 13.% OF TOTAL DEP LOSS EFF %EFFIINCR RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF STOR PREC PRECIPREC INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH 5. 10. 15. 20. 25. 30. 35. 40. 45. INCHES 0. 0. 1. 5. 18. 65. 101. 107. 103. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. 90. STORM HYDROGRAPH 95. 86. 78. 72. 63. 54. 45. 38. 31. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) TIME (MIN.) 95. 100. 105. 110. 115. 120. 125. 130. 135. .00 .00 .00 .00 STORM HYDROGRAPH 25. 17. 12. 10. 8. 6. 4. 3. 2. EXCESS PRECIP. = 1.950 VOLUME OF EXCESS PRECIP = 7.32 ACRE-FEET PEAK Q = 107. CFS TIME OF PEAK = 40. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .62 I = .0 INCHES/HOUR A = 45.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 BASIN ID: 3 Mead 820 Proposed Analysis_100 yea BASIN COMMENT: P3 Page 7 AREA (SQMI) .21 THIS 3930 -Mead 820 Proposed LENGTH OF BASIN DIST TO CENTROID (MI) (MI) Conditions_100 year IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) .77 .39 25.00 .0300 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) .104 BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 TIME TO PEAK TIME PEAK VOLUME OF RUNOFF (MIN) (AF) 7.91 11.14 .280 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 27.60 (CFS/SQMI) 1987.21 (CFS) 414.93 •NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 10.61) • 1 WIDTH AT 50 = 15. MIN. WIDTH AT 75 = 8. MIN. K50 = .31 K75 = .43 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.34 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 0. 339. 387. 265. 185. BASIN ID: 3 **** STORM NO. = 1 '°'°r,e, TIME 25. 30. 35. 40. 45. UNIT HYDROGRAPH 132. 94. 67. 48. 34. -- BASIN COMMENT: P3 TIME 50. 55. 60. 65. 70. UNIT HYDROGRAPH DATE OR RETURN PERIOD = 100 24. 17. 12. 9. 0. ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA 75.% OF TOTAL I 13.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL Page 8 • • • 3930 -Mead 820 Proposed Conditions_100 year MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PREC 5. .03 I .22 .00 .00 .00 .03 .00 .00 .00 I .03 .22 .00 .00 .00 .00 .000 10. .08 I .15 .00 .00 .00 1.05 .00 .03 .00 I .12 .15 .00 .00 .00 .00 .004 15. .13 I .10 .02 .00 .00 1.00 .01 .12 .01 I .27 .10 .16 .00 .00 .00 .015 20. .22 I .08 .14 .00 .00 1.00 .01 .21 .03 I .47 .08 .24 .00 .15 .02 .042 25. .38 I .06 .24 .08 .05 1.00 .02 .36 .05 I .82 .06 .00 .00 .76 .08 .172 30. .68 I .06 .00 .62 .40 1.00 .03 .65 .08 11.46 .06 .00 .00 1.41 .15 .630 35. .38 I .05 .00 .33 .21 .00 .02 .36 .05 I .82 .05 .00 .00 .77 .08 .338 40. .22 I .05 .00 .17 .11 1.00 .01 .21 .03 I .47 .05 .00 .00 .42 .04 .179 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .02 I .36 .05 .00 .00 .32 .03 .132 50. .14 I .04 .00 .09 .06 1.00 .01 .13 .02 I .29 .04 .00 .00 .25 .03 .101 55. .11 I .04 .00 .06 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 .074 60. .11 I .04 .00 .06 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 .074 65. .11 I .04 .00 .07 .04 1.00 .01 .10 .01 I .23 .04 .00 .00 .19 .02 .075 70. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 .021 75. .05 I .04 .00 .01 .01 1.00 .00 .05 .01 I .12 .04 .00 .00 .07 .01 .021 80. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 85. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 90. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 95. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 100. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 105. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 110. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 I .007 115. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 120. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .007 3.14 1.938 .40 1.63 1.05 .08 .15 2.92 .36 6.68 .40 .00 5.03 .52 TIME STORM (MIN.) HYDROGRAPH 5. 0. 10. 1. 15. 7. TIME STORM (MIN.) HYDROGRAPH 55. 250. 60. 213. 65. 187. Page 9 TIME STORM (MIN.) HYDROGRAPH 105. 20. 110. 16. 115. 14. 20. 25. 30. 35. 40. 45. 50. INCHES 3930 -Mead 21. 79. 294. 414. 398. 348. 298. 820 Proposed 70. 75. 80. 85. 90. 95. 100. Conditions_100 year 150. 120. 116. 125. 88. 130. 65. 135. 48. 140. 34. 145. 25. 150. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 21.58 ACRE PEAK Q = 414. CFS TIME OF PEAK = INFILT.= 3.34 IN/HR DECAY = .00180 MAX.PERV.RET.= .40 IN. MAX.IMP.RET 13. 9. 6. 4. 3. 2. 1. EXCESS PRECIP. = 1.938 -FEET 35. MIN. FNINF = .52 IN/HR ._ .08 IN. WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. 1 RATIONAL FORMULA C = I= A = Q= BASIN ID: 3 STORM NO. = 0 -••-- TIME INCR %EFFITOTAL MIN PREC l===TOTAL PERV AREA==I 75.% OF TOTAL I MAX DEP EFF %EFFI I INF STOR PREC PRECI .62 4.5 INCHES/HOUR 133.6 ACRES 368. CFS BASIN COMMENT: P3 DATE OR RETURN PERIOD = =DIR CON IMP AREA --I 13.% OF TOTAL DEP LOSS EFF %EFFIINCR STOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. STORM HYDROGRAPH 0. 1. 7. 21. 79. 294. 414. 398. 348. 298. TIME (MIN.) 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. STORM HYDROGRAPH 250. 213. 187. 150. 116. 88. 65. 48. 34. 25. Page 10 TIME (MIN.) 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. STORM HYDROGRAPH 20. 16. 14. 11. 7. 4. 3. 2. • • • INCHES 3930 -Mead 820 Proposed Conditions_100 year TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) EXCESS PRECIP. = 1.938 VOLUME OF EXCESS PRECIP = 21.58 ACRE-FEET PEAK Q = 414. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. *-= WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I = A= Q 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS .62 .0 INCHES/HOUR 133.6 ACRES 0. CFS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 4 -- BASIN COMMENT: P4 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .21 .92 .46 24.90 THIS COEFFICIENT (REFLECTING TIME TO .104 PEAK) BASIN USES TRADITIONAL DRAINAGE FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 TIME TO PEAK TIME PEAK VOLUME OF RUNOFF (MIN) (AF) 9.03 11.42 .0300 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) .280 PRACTICES FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 CALCULATED UNIT HYDROGRAPH OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) (CFS/SQMI) (CFS) 33.10 1648.89 353.19 Page 11 • • • 3930 -Mead 820 Proposed Conditions_100 year ** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 12.10) 1 WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 = .30 K75 = .40 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.89 IN./HR. DECAY = .00180/SECOND FNINFL = .56 IN./HR. TIME UNIT HYDROGRAPH 0. 0. 5. 256. 10. 349. 15. 261. 20. 199. 25. 148. TIME UNIT HYDROGRAPH 30. 113. 35. 85. 40. 65. 45. 49. 50. 37. 55. 28. BASIN ID: 4 -- BASIN COMMENT: P4 *** STORM NO. = 1 **** DATE OR RETURN PERIOD = TIME UNIT HYDROGRAPH 60. 22. 65. 16. 70. 12. 75. 9. 80. 0. 0. 0. 100 I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL I 12.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .26 .00 .00 .00 1.03 .00 .00 .00 I .03 .26 .00 .00 .00 .00 I .000 10. .08 I .17 .00 .00 .00 .05 .00 .03 .00 I .12 .17 .00 .00 .00 .00 .004 15. .13 I .12 .01 .00 .00 1.00 .01 .12 .01 I .27 .12 .15 .00 .00 .00 I .015 20. .22 I .09 .13 .00 .00 1.00 .01 .21 .03 I .47 .09 .25 .00 .13 .01 .039 25. .38 I .07 .26 .05 .03 .00 .02 .36 .04 I .82 .07 .00 .00 .75 .08 I .151 30. .68 I .06 .00 .62 .40 1.00 .03 .65 .08 11.46 .06 .00 .00 1.40 .14 I .626 35. .38 I .05 .00 .33 .21 1.00 .02 .36 .04 I .82 .05 .00 .00 .76 .08 I .335 40. .22 I .05 .00 .17 .11 .00 .01 .21 .03 I .47 .05 .00 .00 .42 .04 I .176 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .02 I .36 .05 .00 .00 .31 .03 I .129 50. .14 I .05 .00 .09 .06 1.00 .01 .13 .02 I .29 .05 .00 .00 .24 .03 I .098 55. .11 I .05 .00 .06 .04 .00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .072 60. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .072 65. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .072 70. .05 I .05 .00 .01 .00 1.00 .00 .05 .01 I .12 .05 .00 .00 .07 .01 .019 Page 12 • • • 3930 -Mead 820 Proposed Conditions_100 year 75. .05 I .05 .00 .01 .00 1.00 .00 .05 .01 I .12 .05 .00 .00 .07 .01 .019 80. .03 I .05 .00 .00 .00 .00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 .006 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 .006 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 .006 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 100. .03 I .05 .00 .00 .00 .00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 105. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 120. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .006 3.14 1.884 .40 1.56 1.01 .08 .15 2.92 .36 6.68 .40 .00 4.94 .51 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 0. 10. 1. 15. 5. 20. 16. 25. 57. 30. 227. 35. 354. 40. 363. 45. 335. 50. 297. 55. 258. TIME STORM (MIN.) HYDROGRAPH 60. 224. 65. 200. 70. 167. 75. 134. 80. 106. 85. 83. 90. 65. 95. 52. 100. 41. 105. 29. 110. 22. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 21.52 ACRE-FEET PEAK Q = 363. CFS TIME OF PEAK = 40. MIN. INFILT.= 3.89 IN/HR DECAY = .00180 FNINF = 56 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. TIME STORM (MIN.) HYDROGRAPH 115. 18. 120. 15. 125. 12. 130. 8. 135. 6. 140. 4. 145. 3. 150. 2. 155. 2. 160. 1. 165. 1. EXCESS PRECIP. = 1.884 `** WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .60 I = 4.0 INCHES/HOUR A = 137.1 ACRES Page 13 1 • 3930 -Mead 820 Proposed Conditions_100 year Q = 330. CFS BASIN ID: 4 STORM NO. = 0 BASIN COMMENT: P4 *** DATE OR RETURN PERIOD = ===TOTAL PERV AREA==I 75.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL MIN PREC I INF STOR PREC PRECI =DIR CON IMP AREA --I 12.% OF TOTAL DEP LOSS EFF %EFFIINCR STOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. INCHES STORM HYDROGRAPH 0. 1. 5. 16. 57. 227. 354. 363. 335. 297. TIME (MIN.) 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. STORM HYDROGRAPH 258. 224. 200. 167. 134. 106. 83. 65. 52. 41. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) TIME (MIN.) VOLUME OF EXCESS PRECIP = 21.52 ACRE-FEET PEAK Q = 363. CFS TIME OF PEAK = 40. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. .00 .00 .00 .00 STORM HYDROGRAPH 29. 22. 18. 14. 10. 7. 5. 3. 2. 2. EXCESS PRECIP. = 1.884 .00 IN/HR '" WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A = .60 .0 INCHES/HOUR 137.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea Page 14 3930 -Mead 820 Proposed Conditions_100 year BASIN ID: 5 -- BASIN COMMENT: P5 • AREA LENGTH OF BASIN DIST TO CENTROID (SQMI) (MI) (MI) .13 .50 .25 COEFFICIENT (REFLECTING TIME TO PEAK) .110 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) 20.40 .0450 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .12 TIME TO PEAK TIME OF PEAK VOLUME OF RUNOFF (MIN) (AF) 6.81 .237 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .41 CALCULATED UNIT HYDROGRAPH CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 7.50 15.50 (CFS/SQMI) 1818.52 (CFS) 232.04 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.66) 1 WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 9. MIN. K50 = .27 K75 = .37 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.80 IN./HR. DECAY = .00180/SECOND FNINFL = .55 IN./HR. TIME 0. 5. 10. 15. 20. UNIT HYDROGRAPH 0. 198. 212. 156. 113. TIME 25. 30. 35. 40. 45. BASIN ID: 5 -- BASIN • • • ••>, STORM NO. = 1 **** UNIT HYDROGRAPH 85. 63. 48. 36. 27. COMMENT: P5 TIME UNIT HYDROGRAPH 50. 55. 60. 65. 70. DATE OR RETURN PERIOD = 100 Page 15 20. 15. 11. 8. 0. • • • 3930 -Mead 820 Proposed Conditions_100 year ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 80.% OF TOTAL I 8.% OF TOTAL I 10.% OF TOTAL TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .25 .00 .00 .00 1.03 .00 .00 .00 I .03 .25 .00 .00 .00 .00 .000 10. .08 I .17 .00 .00 .00 1.05 .00 .03 .00 I .12 .17 .00 .00 .00 .00 I .003 15. .13 I .12 .01 .00 .00 1.00 .01 .12 .01 I .27 .12 .16 .00 .00 .00 .010 20. .22 I .09 .13 .00 .00 1.00 .01 .21 .02 I .48 .09 .24 .00 .15 .01 .031 25. .38 I .07 .26 .05 .04 1.00 .02 .36 .03 I .83 .07 .00 .00 .76 .07 .139 30. .68 I .06 .00 .62 .43 .00 .03 .65 .05 11.49 .06 .00 .00 1.43 .14 I .625 35. .38 I .05 .00 .33 .23 1.00 .02 .36 .03 I .83 .05 .00 .00 .78 .08 I .334 40. .22 I .05 .00 .17 .12 1.00 .01 .21 .02 I .48 .05 .00 .00 .43 .04 I .175 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .01 I .37 .05 .00 .00 .32 .03 I .128 50. .14 I .05 .00 .09 .06 1.00 .01 .13 .01 I .30 .05 .00 .00 .25 .02 I .097 55. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 I .070 60. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 I .071 65. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 I .071 70. .05 I .05 .00 .01 .01 .00 .00 .05 .00 I .12 .05 .00 .00 .07 .01 I .017 75. .05 I .05 .00 .01 .01 1.00 .00 .05 .00 I .12 .05 .00 .00 .07 .01 I .017 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 105. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 1 .005 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .03 .00 I .005 120. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .03 .00 I .005 3.14 1.833 .40 1.57 1.10 .08 .15 2.92 .24 6.79 .40 .00 5.06 .49 TIME STORM I TIME STORM I TIME STORM Page 16 • (MIN.) HYDROGRAPH INCHES 1 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 0. 1. 3. 9. 36. 159. 225. 222. 199. 175. 3930 -Mead 820 Proposed Conditions_100 year (MIN.) HYDROGRAPH (MIN.) 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. 150. 130. 115. 94. 74. 57. 44. 33. 22. 16. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 12.47 ACRE-FEET PEAK Q = 225. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.80 IN/HR DECAY = .00180 FNINF = MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I= A= Q = BASIN ID: 5 .58 6.1 INCHES/HOUR 81.7 ACRES 289. CFS BASIN COMMENT: P5 *"'*'`=' STORM NO. = 0••-•• DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC ===TOTAL PERV AREA==I=DIR CON IMP AREA --I 80.% OF TOTAL I 8.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR I INF STOR PREC PRECISTOR PREC PRECIPREC 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. HYDROGRAPH 12. 10. 8. 7. 5. 3. 2. 2. 1. 1. EXCESS PRECIP. = 1.833 .55 IN/HR RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .00 .000 TIME (MIN.) • INCHES VOLUME OF EXCESS PRECIP = 12.47 ACRE-FEET PEAK Q = 225. CFS TIME OF PEAK = 35. MIN. Page 17 5. 10. 15. 20. 25. 30. 35. 40. 45. .00 .00 .00 .00 .00 .00 .00 .00 STORM HYDROGRAPH 0. 1. 3. 9. 36. 159. 225. 222. 199. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. 90. STORM HYDROGRAPH 175. 150. 130. 115. 94. 74. 57. 44. 33. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) TIME (MIN.) 95. 100. 105. 110. 115. 120. 125. 130. 135. .00 .00 .00 .00 STORM HYDROGRAPH 22. 16. 12. 10. 8. 6. 4. 2. 2. EXCESS PRECIP. = 1.833 3930 -Mead 820 Proposed Conditions_100 year INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .58 I = .0 INCHES/HOUR A = 81.7 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 2/ 6/2009 AT TIME 13:52 CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 6 -- BASIN COMMENT: P6 AREA (SQMI) .23 THIS LENGTH OF BASIN DIST TO CENTROID (MI) (MI) IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) .61 .22 25.00 .0380 5.00 COEFFICIENT (REFLECTING TIME TO .104 COEFFICIENT PEAK) (RELATED TO PEAK RATE OF RUNOFF) BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .14 TIME TO PEAK TIME PEAK VOLUME OF RUNOFF (MIN) (AF) 7.50 12.09 CALCULATED .283 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .50 UNIT HYDROGRAPH OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 20.00 (CFS/SQMI) 2175.74 (CFS) 493.02 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.72) WIDTH AT 50 = 14. MIN. WIDTH AT 75 = 7. MIN. K50 = .33 K75 = .44 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.99 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. TIME UNIT TIME UNIT Page 18 TIME UNIT 3930 -Mead 820 Proposed Conditions_100 year HYDROGRAPH HYDROGRAPH HYDROGRAPH 1 0. 0. 5. 419. 10. 439. 15. 288. 20. 194. 25. 133. 30. 92. 35. 63. 40. 43. 45. 30. BASIN ID: 6 -- BASIN COMMENT: P6 50. 21. 55. 14. 60. 10. 65. 0. 0. 0. •• STORM NO. = 1 ^••••- DATE OR RETURN PERIOD = 100 1===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 75.% OF TOTAL 1 13.% OF TOTAL I 10.% OF TOTAL I TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PRECI 5. .03 I .26 .00 .00 .00 1.03 .00 .00 .00 I .03 .26 .00 .00 .00 .00 I .000 10. .08 I .17 .00 .00 .00 .05 .00 .03 .00 I .12 .17 .00 .00 .00 .00 .004 15. .13 I .12 .00 .00 .00 1.00 .01 .12 .01 I .27 .12 .15 .00 .00 .00 I .015 20. .22 I .09 .13 .00 .00 1.00 .01 .21 .03 I .47 .09 .25 .00 .13 .01 I .039 25. .38 I .07 .27 .04 .03 1.00 .02 .36 .05 I .82 .07 .00 .00 .75 .08 I .148 30. .68 I .06 .00 .62 .40 1.00 .03 .65 .08 1.46 .06 .00 .00 1.40 .14 I .625 35. .38 I .06 .00 .33 .21 .00 .02 .36 .05 I .82 .06 .00 .00 .76 .08 I .334 40. .22 I .05 .00 .17 .11 1.00 .01 .21 .03 I .47 .05 .00 .00 .42 .04 I .176 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .02 I .36 .05 .00 .00 .31 .03 .129 50. .14 1 .05 .00 .09 .06 1.00 .01 .13 .02 I .29 .05 .00 .00 .24 .03 I .098 55. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .071 60. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .072 65. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .23 .05 .00 .00 .19 .02 I .072 70. .05 1 .05 .00 .01 .00 1.00 .00 .05 .01 I .12 .05 .00 .00 .07 .01 I .018 75. .05 1 .05 .00 .01 .00 1.00 .00 .05 .01 I .12 .05 .00 .00 .07 .01 I .018 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 I .006 85. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I .006 90. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 1 .006 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 1 .006 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 I .006 105. .03 1 .05 .00 .00 .00 1.00 .00 .03 .00 1 .07 .05 .00 .00 .02 .00 I .006 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I Page 19 • .006 115. .006 120. .006 3930 -Mead 820 Proposed Conditions_100 year .03 I .05 .00 .00 .00 I.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 1 .03 I .05 .00 .00 .00 I.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 I 3.14 1.875 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. INCHES • .40 1.55 1.00 .08 .15 2.92 .36 6.68 STORM HYDROGRAPH 0. 2. 8. 24. 84. 342. 467. 436. 373. 313. TIME (MIN.) 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. STORM HYDROGRAPH 258. 216. 188. 147. 110. 80. 57. 39. 28. 21. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 22.66 ACRE-FEET PEAK Q = 467. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.99 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. TIME (MIN.) 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. .40 .00 4.92 .51 STORM HYDROGRAPH 17. 15. 13. 12. 9. 6. 4. 3. 2. 1. EXCESS PRECIP. = 1.875 ==` WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND 1 THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = I= A = Q= BASIN ID: 6 STORM NO. = 0 _____ ===TOTAL PERV AREA== 75.% OFTOTAL TIME INCR I MAXEPEFF %EFF %EFFITOTAL MIN PREC I INF STOR PREC PREC .60 5.3 INCHES/HOUR 145.0 ACRES 462. CFS BASIN COMMENT: P6 DATE OR RETURN PERIOD = I=DIR CON IMP AREA --I I 13.% OF TOTAL I IDEP LOSS EFF %EFFIINCR ISTOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI Page 20 • .000 • • 3930 -Mead 820 Proposed Conditions_100 year .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. INCHES 0. 2. 8. 24. 84. 342. 467. 436. 373. 313. TIME (MIN.) 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. STORM HYDROGRAPH 258. 216. 188. 147. 110. 80. 57. 39. 28. 21. TIME (MIN.) 105. 110. 115. 120. 125. 130. 135. 140. 145. 150. STORM HYDROGRAPH 17. 15. 13. 9. 6. 4. 3. 2. 1. 1. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) EXCESS PRECIP. = 1.875 VOLUME OF EXCESS PRECIP = 22.66 ACRE-FEET PEAK Q = 467. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. WARNING : THE ABOVE PEAK IS COMPUTED BASED ON THE TIME TO PEAK MODIFIED BY THE RATIONAL FORMULA. BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND THE ABOVE ESTIMATED PEAK MAY NOT BE RIGHT. RATIONAL FORMULA C = .60 I = .0 INCHES/HOUR A = 145.0 ACRES Q = 0. CFS U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 7 -- BASIN COMMENT: P7 2/ 6/2009 AT TIME 13:52 AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN) .10 .62 .28 21.80 .0260 5.00 COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF) .108 THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES Page 21 .233 • • • 3930 -Mead 820 FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .13 Proposed Conditions_100 year FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .44 CALCULATED UNIT HYDROGRAPH TIME TO PEAK TIME OF CONCENTRATION PEAK VOLUME OF RUNOFF (MIN) (MIN) (AF) 5.17 PEAK RATE OF RUNOFF UNIT HYDROGRAPH (CFS/SQMI) 7.50 24.40 1791.87 (CFS) 173.81 *** NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 9.28) 1 WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 = .27 K75 = .37 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 4.02 IN./HR. DECAY = .00180/SECOND FNINFL = .57 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 0. 148. 159. 118. 86. BASIN ID: 7 **** STORM NO. = 1 **** TIME INCR %EFFITOTAL MIN PREC 5. .03 .000 10. .08 .003 15. .13 .011 20. .22 .033 25. .38 .135 TIME UNIT HYDROGRAPH 25. 30. 35. 40. 45. 65. 49. 37. 28. 21. BASIN COMMENT: P7 DATE OR RETURN PERIOD = TIME UNIT HYDROGRAPH 50. 55. 60. 65. 0. 100 16. 12. 9. 0. 0. I===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 78.% OF TOTAL I 10.% OF TOTAL I 10.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF INF .27 .18 .12 .09 .07 STOR .00 .00 .00 .13 .27 PREC .00 .00 .00 .00 .04 PRECISTOR .00 1.03 .00 .05 .00 .00 .00 .00 .03 1.00 .00 .00 .01 .01 .02 PREC .00 .03 .12 .21 .36 Page 22 PRECI PREC .00 I .03 .00 I .12 .01 I .27 .02 I .47 .03 I .83 INF STOR .27 .00 .18 .12 .09 .07 .00 .15 .25 .00 STOR PREC .00 .00 .00 .00 .00 .00 .00 .00 .14 .76 PRECI .00 I .00 .00 I .01 .07 I • • 3930 -Mead 820 Proposed Conditions_100 year 30. .68 I .06 .00 .62 .42 1.00 .03 .65 .06 11.48 .06 .00 .00 1.42 .14 .624 35. .38 I .06 .00 .32 .22 1.00 .02 .36 .03 I .83 .06 .00 .00 .78 .08 .333 40. .22 I .05 .00 .17 .11 .00 .01 .21 .02 I .47 .05 .00 .00 .42 .04 .174 45. .17 I .05 .00 .12 .08 1.00 .01 .16 .02 I .37 .05 .00 .00 .32 .03 .128 50. .14 I .05 .00 .09 .06 1.00 .01 .13 .01 I .30 .05 .00 .00 .25 .02 .096 55. .11 I .05 .00 .06 .04 .00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 .070 60. .11 I .05 .00 .06 .04 1.00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 .070 65. .11 I .05 .00 .06 .04 .00 .01 .10 .01 I .24 .05 .00 .00 .19 .02 .070 70. .05 I .05 .00 .01 .00 1.00 .00 .05 .00 I .12 .05 .00 .00 .07 .01 .017 75. .05 I .05 .00 .01 .00 1.00 .00 .05 .00 I .12 .05 .00 .00 .07 .01 .017 80. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 85. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 90. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 95. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 100. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 105. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 110. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 115. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 120. .03 I .05 .00 .00 .00 1.00 .00 .03 .00 I .07 .05 .00 .00 .02 .00 .005 3.14 1.829 .40 1.55 1.06 .08 .15 2.92 .28 6.77 .40 .00 5.01 .49 TIME STORM (MIN.) HYDROGRAPH • INCHES 5. 0. 10. 0. 15. 2. 20. 7. 25. 27. 30. 119. 35. 168. 40. 166. 45. 150. TIME STORM (MIN.) HYDROGRAPH 50. 132. 55. 114. 60. 99. 65. 89. 70. 72. 75. 58. 80. 45. 85. 34. 90. 22. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 9.46 ACRE-FEET Page 23 TIME STORM (MIN.) HYDROGRAPH 95. 15. 100. 11. 105. 9. 110. 7. 115. 6. 120. 5. 125. 3. 130. 2. 135. 2. EXCESS PRECIP. = 1.829 • • • 1 3930 -Mead 820 Proposed Conditions_100 year PEAK Q = 168. CFS TIME OF PEAK = 35. MIN. INFILT.= 4.02 IN/HR DECAY = .00180 FNINF = .57 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C = I= A = Q= BASIN ID: 7 -*** STORM NO. = 0 --••- ===TOTAL PERV AREA== 78.% OF TOTAL TIME INCR I MAX DEP EFF %EFFI %EFFITOTAL .58 4.8 INCHES/HOUR 62.1 ACRES 173. CFS BASIN COMMENT: P7 DATE OR RETURN PERIOD = =DIR CON IMP AREA --I 10.% OF TOTAL DEP LOSS EFF %EFFIINCR MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC RECEIVING PERV AREA 10.% OF TOTAL MAX DEP WQCV EFF INF STOR STOR PREC PRECI .00 .000 TIME (MIN.) 5. 10. 15. 20. 25. 30. 35. 40. 45. INCHES .00 .00 .00 .00 .00 .00 .00 .00 STORM HYDROGRAPH 0. 0. 2. 7. 27. 119. 168. 166. 150. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. 90. STORM HYDROGRAPH 132. 114. 99. 89. 72. 58. 45. 34. 22. TIME (MIN.) TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) VOLUME OF EXCESS PRECIP = 9.46 ACRE-FEET PEAK Q = 168. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. RATIONAL FORMULA C = .58 I = .0 INCHES/HOUR A = 62.1 ACRES Q = 0. CFS 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE CUHPF/PC RELEASE 2A (32 -BIT VER) SEPTEMBER 10, 1998 PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 Mead 820 Proposed Analysis_100 yea BASIN ID: 8 -- BASIN COMMENT: P8 Page 24 95. 100. 105. 110. 115. 120. 125. 130. 135. .00 .00 .00 .00 STORM HYDROGRAPH 15. 11. 9. 7. 6. 4. 3. 2. 1. EXCESS PRECIP. = 1.829 .00 IN/HR 2/ 6/2009 AT TIME 13:52 • AREA (SQMI) .12 THIS 3930 -Mead 820 Proposed Conditions_100 year LENGTH OF BASIN DIST TO CENTROID (MI) (MI) .60 .19 COEFFICIENT (REFLECTING TIME TO PEAK) .110 IMPERV. AREA SLOPE UNIT DURATION (PCT) (FT/FT) (MIN) 20.00 .0390 5.00 COEFFICIENT (RELATED TO PEAK RATE OF RUNOFF) BASIN USES TRADITIONAL DRAINAGE PRACTICES FRACTION OF PERVIOUS AREA RECEIVING IMPERVIOUS DRAINAGE ( DEFAULT ) R= .12 TIME TO PEAK TIME PEAK VOLUME OF RUNOFF (MIN) (AF) 7.50 6.52 .234 FRACTION OF IMPERVIOUS AREA DIRECTLY CONNECTED TO DRAINAGE SYSTEM ( DEFAULT ) D= .40 CALCULATED UNIT HYDROGRAPH OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH (MIN) 19.40 (CFS/SQMI) 1793.86 (CFS) 219.21 NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPF (TP= 7.58) 1 WIDTH AT 50 = 17. MIN. WIDTH AT 75 = 9. MIN. K50 = .27 K75 = .37 RAINFALL LOSSES INPUT W/ BASIN DATA MAX. PERVIOUS RET. = .40 IN. MAX. IMPERVIOUS RET. = .08 IN. INFILTRATION = 3.36 IN./HR. DECAY = .00180/SECOND FNINFL = .52 IN./HR. TIME UNIT HYDROGRAPH 0. 5. 10. 15. 20. 0. 187. 200. 148. 108. BASIN ID: 8 TIME 25. 30. 35. 40. 45. UNIT HYDROGRAPH 81. 61. 46. 35. 26. BASIN COMMENT: P8 • ^••" STORM NO. = 1 *--•• DATE OR RETURN PERIOD = ===TOTAL PERV AREA==I=DIR CON IMP AREA 80.% OF TOTAL I 8.% OF TOTAL Page 25 TIME UNIT HYDROGRAPH 50. 55. 60. 65. 70. 100 20. 15. 11. 8. 0. RECEIVING PERV AREA 10.% OF TOTAL • • • 3930 -Mead 820 Proposed Conditions_100 year TIME INCR I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF %EFFITOTAL MIN PREC I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PREC 5. .03 I .22 .00 .00 .00 1.03 .00 .00 .00 I .03 .22 .00 .00 .00 .00 .000 10. .08 I .15 .00 .00 .00 1.05 .00 .03 .00 I .12 .15 .00 .00 .00 .00 .003 15. .13 I .11 .02 .00 .00 1.00 .01 .12 .01 I .27 .11 .17 .00 .00 .00 .010 20. .22 I .08 .14 .00 .00 1.00 .01 .21 .02 I .48 .08 .23 .00 .17 .02 . 032 25. .38 I .06 .24 .07 .05 1.00 .02 .36 .03 I .83 .06 .00 .00 .77 .07 .155 30. .68 I .06 .00 .62 .44 1.00 .03 .65 .05 1.49 .06 .00 .00 1.43 .14 .629 35. .38 I .05 .00 .33 .23 1.00 .02 .36 .03 I .83 .05 .00 .00 .78 .08 .336 40. .22 I .05 .00 .17 .12 1.00 .01 .21 .02 I .48 .05 .00 .00 .43 .04 . 177 45. .17 I .05 .00 .12 .09 1.00 .01 .16 .01 I .37 .05 .00 .00 .32 .03 .130 50. .14 I .05 .00 .09 .06 1.00 .01 .13 .01 I .30 .05 .00 .00 .25 .02 .099 55. .11 I .04 .00 .06 .05 1.00 .01 .10 .01 I .24 .04 .00 .00 .19 .02 .072 60. .11 I .04 .00 .06 .05 1.00 .01 .10 .01 I .24 .04 .00 .00 .19 .02 .072 65. .11 I .04 .00 .06 .05 1.00 .01 .10 .01 I .24 .04 .00 .00 .19 .02 .073 70. .05 I .04 .00 .01 .01 1.00 .00 .05 .00 I .12 .04 .00 .00 .08 .01 .019 75. .05 I .04 .00 .01 .01 1.00 .00 .05 .00 1 .12 .04 .00 .00 .08 .01 .019 80. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 85. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 1 .07 .04 .00 .00 .03 .00 .005 90. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 95. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 100. .03 I .04 .00 .00 .00 .00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 105. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 110. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 115. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 120. .03 I .04 .00 .00 .00 1.00 .00 .03 .00 I .07 .04 .00 .00 .03 .00 .005 3.14 1.872 .40 1.63 1.15 .08 .15 2.92 .23 6.79 .40 .00 5.13 .49 TIME STORM (MIN.) HYDROGRAPH 5. 0. TIME STORM I TIME STORM (MIN.) HYDROGRAPH (MIN.) HYDROGRAPH 55. 146. I 105. 12. Page 26 • • INCHES 1 3930 -Mead 820 Proposed 10. 0. 60. 15. 2. 65. 20. 8. 70. 25. 37. 75. 30. 155. 80. 35. 216. 85. 40. 214. 90. 45. 193. 95. 50. 169. 100. Conditions_100 year 127. 110. 113. 115. 92. 120. 74. 125. 57. 130. 44. 135. 33. 140. 22. 145. 16. 150. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = 2.72) VOLUME OF EXCESS PRECIP = 12.20 ACRE-FEET PEAK Q = 216. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.36 IN/HR DECAY = .00180 FNINF = .52 IN/HR MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .08 IN. RATIONAL FORMULA C I A Q = .60 = 5.4 INCHES/HOUR = 78.2 ACRES = 253. CFS BASIN ID: 8 -- BASIN COMMENT: P8 ^•° STORM NO. = 0 ••-••- DATE OR RETURN PERIOD = TIME INCR %EFFITOTAL MIN PREC 10. 8. 7. 5. 3. 2. 2. 1. 1. EXCESS PRECIP. = 1.872 ===TOTAL PERV AREA==I=DIR CON IMP AREA --I RECEIVING PERV AREA I 80.% OF TOTAL I 8.% OF TOTAL I 10.% OF TOTAL I MAX DEP EFF %EFFIDEP LOSS EFF %EFFIINCR MAX DEP WQCV EFF I INF STOR PREC PRECISTOR PREC PRECIPREC INF STOR STOR PREC PREC .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH INCHES 5. 10. 15. 20. 25. 30. 35. 40. 45. 0. 0. 2. 8. 37. 155. 216. 214. 193. TIME (MIN.) 50. 55. 60. 65. 70. 75. 80. 85. 90. STORM HYDROGRAPH 169. 146. 127. 113. 92. 74. 57. 44. 33. TOTAL PRECIP. = 3.14 (1 -HOUR RAIN = .00) .00 .00 .00 .00 TIME STORM (MIN.) HYDROGRAPH 95. 100. 105. 110. 115. 120. 125. 130. 135. 22. 16. 12. 10. 8. 6. 4. 2. 2. EXCESS PRECIP. = 1.872 VOLUME OF EXCESS PRECIP = 12.20 ACRE-FEET PEAK Q = 216. CFS TIME OF PEAK = 35. MIN. INFILT.= .00 IN/HR DECAY = .00000 FNINF = .00 IN/HR MAX.PERV.RET.= .00 IN. MAX.IMP.RET.= .00 IN. Page 27 • • • 3930 -Mead 820 Proposed Conditions_100 year RATIONAL FORMULA C = .60 I = .0 INCHES/HOUR A = 78.2 ACRES Q = 0. CFS Page 28 t'ASwn-i Oooa OtJTP67T rkTA PROPOSED_100YR URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ENTRY MADE TO RUNOFF MODEL *** MEAD 820 PROPOSED 100 YEAR ONUMBER OF TIME STEPS 24 OINTEGRATION TIME INTERVAL (MINUTES), 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1 MEAD 820 PROPOSED 100 YEAR HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 8 SUBCATCHMENTS TIME(HR/MIN) 1 2 3 4 5 6 7 8 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0 10. 1. 0. 1. 1. 1. 2. 0. 0. 0 15. 5. 1. 7. 5. 3. 8. 2. 2. 0 20. 18. 5. 21. 16. 9. 24. 7. 8. 0 25. 65. 18. 79. 57. 36. 84. 27. 37. 0 30. 246. 65. 295. 227. 160. 342. 119. 155. 0 35. 389. 101. 414. 354. 225. 467. 168. 216. 0 40. 406. 107. 398. 363. 222. 436. 166. 214. 0 45. 378. 103. 348. 335. 199. 373. 150. 193. 0 50. 338. 95. 298. 297. 175. 313. 132. 169. 0 55. 295. 86. 250. 258. 150. 258. 114. Page 1 • • PROPOSED_100YR 146. 1 0. 258. 78. 213. 224. 130. 216. 99. 127. 1 5. 230. 72. 187. 200. 115. 188. 89. 113. 1 10. 195. 63. 150. 167. 94. 147. 72. 92. 1 15. 158. 54. 116. 134. 74. 110. 58. 74. 1 20. 127. 45. 88. 106. 58. 80. 45. 57. 1 25. 100. 38. 65. 83. 44. 57. 34. 44. 1 30. 79. 31. 48. 65. 33. 39. 22. 33. 1 35. 63. 25. 34. 52. 22. 28. 15. 22. 1 40. 51. 17. 25. 41. 16. 21. 12. 16. 1 45. 41. 12. 20. 29. 12. 17. 9. 12. 1 50. 30. 10. 16. 22. 10. 15. 7. 10. 1 55. 23. 8. 14. 18. 8. 13. 6. 8. 2 0. 18. 6. 11. 14. 6. 9. 4. 6. 1 MEAD 820 PROPOSED 100 YEAR WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH 3K NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 301 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.2 173.0 • 302 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW Page 2 • PROPOSED_100YR .0 .0 3.9 44.0 303 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 10.3 178.0 304 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 10.7 153.0 305 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.4 157.0 306 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 8.7 244.0 307 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.4 78.0 308 0 2 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.4 127.0 OTOTAL NUMBER OF GUTTERS/PIPES, 8 1 •MEAD 820 PROPOSED 100 YEAR • ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154.2 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.1 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 133.6 304 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 137.1 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 81.7 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 145.0 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 62.1 308 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 78.2 OHYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 8 POINTS Page 3 1 2 3 4 5 6 7 8 • 1 PROPOSED_100YR 301 302 303 304 305 306 307 308 MEAD 820 PROPOSED 100 YEAR HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 301 302 303 304 305 306 307 308 0 5. 0. 0. 0. 0. 0. 0. 0. 0. .0(5) .0(S) .0(S) .0(5) .0(s) .0(s) .0(5) .0(5) 0 10. 0. 0. 0. 0. 0. 0. 0. 0. .0(s) .0(s) .0(s) .0(S) .0(s) .0(s) .0(s) .0(s) 0 15. 0. 0. 1. 0. 0. 1. 0. 0. .0(s) .0(s) .0(s) .0(5) .0(s) .0(s) .0(s) .0(s) 0 20. 1. 0. 2. 1. 2. 4. 1. 1. .1(s) .0(s) .1(s) .1(s) .0(5) .1(5) .0(5) .0(s) 0 25. 5. 1. 7. 5. 8. 13. 3. 5. .4(s) .1(5) .4(s) .3(5) .2(S) .4(s) .1(s) .2(s) 0 30. 19. 4. 28. 18. 32. 48. 11. 22. 1.3(s) .4(5) 1.6(s) 1.2(s) .7(5) 1.7(s) .6(s) .7(S) 0 35. 47. 10. 64. 43. 76. 111. 26. 51. 3.3(s) .9(s) 3.7(5) 3.0(s) 1.6(s) 3.9(s) 1.5(s) 1.8(s) 0 40. 80. 17. 103. 73. 116. 171. 42. 81. 5.6(s) 1.5(5) 5.9(5) 5.1(s) 2.5(s) 6.1(5) 2.4(s) Page 4 • • • PROPOSED_100YR 2.8(5) 0 45. 109. 24. 133. 99. 142. 212. 56. 103. 7.7(s) 2.1(s) 7.7(S) 6.9(s) 3.1(s) 7.6(s) 3.1(s) 3.6(5) 0 50. 132. 29. 154. 119. 154. 235. 65. 117. 9.3(s) 2.6(s) 8.9(s) 8.3(s) 3.3(s) 8.4(s) 3.7(5) 4.1(5) 0 55. 149. 34. 168. 134. 157. 244. 72. 124. 10.5(5) 3.0(s) 9.7(s) 9.4(5) 3.4(5) 8.7(s) 4.1(s) 4.3(5) 1 0. 161. 38. 175. 144. 152. 243. 76. 127. 11.4(s) 3.3(s) 10.1(s) 10.1(5) 3.3(s) 8.7(5) 4.3(s) 4.4(s) 1 5. 169. 40. 178. 150. 144. 236. 78. 125. 11.9(s) 3.6(s) 10.3(s) 10.5(s) 3.1(s) 8.4(s) 4.4(5) 4.3(5) 1 10. 173. 42. 177. 153. 133. 224. 78. 121. 12.2(s) 3.8(s) 10.2(s) 10.7(5) 2.9(5) 8.0(s) 4.4(s) 4.2(s) 1 15. 173. 44. 172. 153. 120. 207. 77. 114. 12.2(5) 3.9(s) 9.9(s) 10.7(s) 2.6(5) 7.4(s) 4.3(s) 4.0(5) 1 20. 170. 44. 164. 150. 105. 187. 74. 105. 12.0(s) 3.9(5) 9.5(5) 10.5(5) 2.3(5) 6.7(5) 4.2(s) 3.7(S) 1 25. 165. 44. 154. 145. 90. 166. 70. 96. 11.6(s) 3.9(5) 8.9(s) 10.1(s) 2.0(s) 5.9(5) 3.9(s) 3.3(5) 1 30. 158. 43. 143. 138. 76. 145. 65. 85. 11.1(5) 3.8(5) 8.3(5) 9.7(s) 1.6(5) 5.2(5) 3.7(5) 3.0(S) 1 35. 150. 42. 132. 131. 63. 126. 60. 75. 10.6(s) 3.7(s) 7.6(5) 9.1(5) 1.4(s) 4.5(s) 3.4(s) 2.6(5) 1 40. 141. 40. 120. 123. 51. 108. 54. 65. 10.0(5) 3.6(5) 7.0(s) 8.6(s) 1.1(5) 3.8(s) 3.1(s) 2.2(s) 1 45. 132. 39. 109. 115. 41. 92. 49. Page 5 • 1 • • PROPOSED_100YR 56. 9.3(5) 3.4(5) 6.3(s) 8.0(s) .9(5) 3.3(s) 2.8(s) 1.9(5) 1 50. 123. 36. 99. 106. 33. 79. 45. 48. 8.7(5) 3.2(s) 5.7(s) 7.4(s) .7(s) 2.8(s) 2.5(s) 1.6(S) 1 55. 114. 34. 90. 98. 26. 67. 40. 40. 8.1(s) 3.0(5) 5.2(s) 6.9(s) .6(s) 2.4(5) 2.3(5) 1.4(5) 2 0. 106. 32. 81. 90. 21. 58. 36. 34. 7.5(5) 2.9(s) 4.7(s) 6.3(s) .4(s) 2.1(s) 2.0(s) 1.2(5) MEAD 820 PROPOSED 100 YEAR ^- PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *•••• CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 308 127. .1 4.4 1 0. 307 78. .1 4.4 1 10. 306 244. .1 8.7 0 55. 305 157. .1 3.4 0 55. 304 153. .1 10.7 1 10. 303 178. .1 10.3 1 5. 302 44. .1 3.9 1 20. 301 173. .1 12.2 1 15. Page 6 • • 2.9 DETENTION STORAGE Town of Mead - Storm Drainage 1. On site detention storage is required for all proposed subdivision developments and commercial developments unless specifically waived, in writing, by the Town Engineer, or referenced in an available Town Drainage Master Plan. 2. It is urged that the area constituting the detention pond be a landscaped open space or park that will enhance the Town. The Town will consider architectural aspects as a basis for accepting the proposed detention facility. 3. The purpose of detention facilities is to detain the developed condition 100 -year recurrence interval runoff and release this volume of water from the detention pond at the 10 -year historic recurrence interval runoff value. 4. At present, the Town is developing a comprehensive drainage master plan. When the drainage master plan is adopted, proposed development shall comply with the outlined features and scope of the master plan. It will be the project proponent's responsibility to construct features proposed by the master plan. Volume to pass through off -site runoff may be required in a proposed detention facility. Off -site hydrology shall be analyzed on existing conditions. 5. There may be an opportunity for a proposed development to not be required to provide on -site detention. On -site detention is not required when written permission is obtained from the Town Engineer. 6. For determining the required storage volume several metho' are acceptable, as follows. A) Colorado Urban Hydrograph Procedure (CUHP) and UDSI;YMM computer software, as published by Urban Drainage and Flood Control District. B) FAA Method/Hydro Pond, as published by the Urban Drainage and Flood Control District. C) Mass Diagram for rural developments. 7. A soils report is required for all areas proposed for detention facilities. The side slope of detention facilities shall be no greater than 4 -foot horizontal to I -foot vertical (4:1). The detention facility shall include a bottom slope of no less than 2.0 - percent. If a bottom slope of less than 2.0 -percent is needed, an underdrain system shall be required. The detention pond shall include a trickle channel for low flow conditions. Storm Drainage Improvements Town of Mead - Storm Drainage 2.10 WATER QUALITY AND EROSION 1 • The Town is committed to enhancing the environment. Therefore, being consistent with this philosophy, the Town believes non -degradation of water quality and erosion control are important aspects of a construction project. Furthermore, in agreement with the Colorado State Department of Health, the Town has a program to control runoff from construction sites. Any construction activities that disturb five acres or more are required to complete a National Pollution Discharge Elimination System (NPDES) Permit for Construction Activities. (At the time of publication, the regulatory limit is five acres. However, if the regulatory limit changes to less than five acres, construction activities disturbing the smaller acreage will be the threshold for requiring a permit.) The permit must be filed with the State of Colorado Department of Health prior to the commencement of Construction Activities. Evidence of the application being filed with the State is required prior to the issuance of a construction permit Acceptable evidence is a dated copy of the application, a dated copy of the cover letter sent with the application and a copy of the application report (if required). Briefly, the NPDES Permit for Construction Activities includes a site map, a description of the site, a description of the anticipated construction activities, a time line of the anticipated construction activities, and a proposed plan for implementing Best Management Practices for erosion control and water quality enhancement. Examples of Best Management Practices for Construction Activities include: straw bale dikes, silt fence, and chemical treatment for dust control. Publications available for the development of a NPDES Permit Application are available from the Colorado Department of Health and the Environmental Protection Agency. Two publications are cited below. a) b) Stormwater Management for Construction Activities, Environmental Protection Agency, EPA 832-R-92-005. Overview of the Stormwater Program, United States Protection Agency. 2. The proposed Best Management Practices for erosion control must be included on the grading plan. Best Management Practices are Industry accepted methods of investigating potential detrimental environmental affects of construction. United States Environmental 3. It shall be the sole responsibility of the project proponent to develop the NPDES Permit application for Construction Activities. Reference the documents stated above for further information. 4. During Construction Activities it shall be the responsibility of the Contractor to install and maintain the Best Management Practices until such time that the Storm Drainage Improvements • • • Town of Mead - Storm Drainage permanent seeding and project stormwater features are installed. Best Management Practices may be required, by the Town, to be maintained by the Contractor for as long as one year after Final Acceptance by the Town or an acceptable level of ground cover is achieved. 5. Water quality detention volume may be required. The reader is directed to the Denver Regional Council of Governments' Urban Storm Drainage Criteria Manual, Volume 3 for detail on the construction of a water quality pond outlet. 6. Permanent project features and permanent seeding must be in place prior to Final Acceptance by the Town. 7. Recommended seeding specifications are presented in the Construction Standards section of this document. Variance from the recommended seeding mixture is allowed only upon receipt of written notice, from the Town Engineer, that another seeding mixture is acceptable. 2.11 HYDROLOGY 1. Two design storms for each proposed development shall be investigated. A minor storm and a major storm will be investigated. The objective of the minor storm is to minimize inconvenience, protect against minor damage and reduce maintenance costs due to stormwater damage at a reasonable cost. The objective of the major storm is to eliminate substantial property damage or loss of life. The minor storm is the 2 -year (residential development) to 10 -year (commercial development) recurrence interval discharge. The major storm is the 100 -year recurrence interval discharge. Major drainage ways and detention facilities shall be designed for the major storm. Stated below are the minor and major recurrence intervals and respective land uses. - Minor Storm Recurrence Interval 2 -year 10 -year 10 -year 10 -year 2 -year 2 -year 2 -year Major Storm Recurrence Interval 100 -year 100 -year 100 -year 100 -year 100 -year 100 -year 100 -year Land Use Residential Commercial Industrial Public Structures Parks & Open Space Detention Facilities Drainage ways 1' Town of Mead - Storm Drainage 2. Rainfall intensities to be used in the computation of runoff shall be obtained from the Town Rainfall Intensity Curves. 3. The development of stormwater runoff computations for both the minor and major storms will be provided in the drainage report. All runoff calculations made in the design of the system shall be provided in the drainage report. Drainage reports submitted for approval should include a typed narrative with hydrology and hydraulic computations, maps and tables in a logical, legible form. The list cited above should not be considered exhaustive. Drainage report requirements shall be addressed on a case by case basis. The Drainage Report will include a site drainage plan submitted on one or more sheets of 24" x 36" dimension. 4. "Analysis Method" is to be a weighted average of the Rational Method for small sub - basins and Colorado Urban Hydrograph Procedure linked to UDSWMM for sub - basins larger than 200 acres. The weighted average is based on areal extent of relative perviousness. Accepted Rational Method runoff coefficients and calculation procedures may be found in the Drainage Criteria Manual, Volume 1, Urban Drainage and Flood Control District. 5. To use the Town Intensity Duration Curves, the time of concentration must be known. Accepted time of concentration and time of travel calculation methods may be found in the Drainage Criteria Manual, Volume 1, Urban Drainage and Flood Control District. 2.12 REFERENCES Denver Regional Council of Governments' Urban Storm Drainage Criteria Manual, Vol. 1,2and 3 Colorado Department of Transportation, M&S Standards, November 1992 Federal Highway Administration ( FHWA), Hydraulic Design Series Number 5, Hydraulic Design of Highway Culverts, September 1985 Open -channel Hydraulics, Ven Te Chow Roughness Characteristics of Natural Channels, USGS Water Supply Paper 1849 Drainage Criteria Manual, Volume 1, Urban Drainage and Flood Control District Criteria for Design of Channels and Hydraulic Structures on Sandy Soils, 1981, Urban Drainage and Flood Control District Stability Design for Grass -lined Open Channels, AH667, United States Department of Agriculture, Soil Conservation Service Stormwater Management for Construction Activities, United States Environmental Protection Agency, EPA 832-R-92-005 Overview of the Stormwater Program, United States Environmental Protection Agency Handbook of Hydrology, Ven Te Chow END OF SECTION Storm Drainage Improvements DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT Figure SQ-2 is appropriate for use in Colorado's high plains near the foothills. For other portions of Colorado or of United States, the WQCV obtained from this figure can be adjusted using the following relationships: in which, WQCVO d6 WQCVQ =d6 WQCV 0.43 Water quality capture volume outside the Denver region = Depth of average runoff producing storm from Figure SQ-3 (watershed inches) Once the WQCV in watershed inches is found from Figure SQ-2, then determine the required storage volume in acre-feet as follows: Required storage =[WQCV I (Area) x I. .. LL 12 J in which, a0°7o Coe- See(tn.,cn4 Ai Required storage = Required storage volume in acre-feet ACC"or' Area = The tributary catchment's area upstream in acres The independent variable in Figure SQ-2 is the total imperviousness ratio (i.e., i=l,q/100) of the tributary watershed (catchment). The chapter on Runoff in Volume 1 of the USDCD contains guidance for how to find the total imperviousness of a watershed and its use is recommended with one exception. Figure 2-1 in Runoff chapter of Volume 1 relate housing density to the impervious area percentage is no longer valid. Instead use Figures SQ-4, SQ-5 and SQ-6 to estimate the imperviousness of single family residential areas. Note that these figures require the knowledge of the average housing densities, types of housing, and average human occupied total square footage of the houses in the area to find the imperviousness of these areas. Rev. 6-2002 SQ-25 Urban Drainage and Flood Control District 0 0 N CO CO CD Q F- W F 2w • • MEAD 820 WQCV SIZING FOR POND 301 N N AREA (acres) N O) O CO O O 4) U m N L$) CO CO N N COco .71- o Li)) O V co 60.. Co O 0 cc O (V DESIGN VOL co O II II N U 0 a o O N CO CO O) Oct) # WF 2U O MEAD 820 WQCV SIZING FOR POND 302 • 0 vi v N a) U (6 Q W Q o o Y N N N CO O O o OO — Y a) U N- 0 O J 0 2 N W C • MEAD 820 WQCV SIZING FOR POND 303 • O O N CO W W O M W • E - W W 0_ a m CO CO Q W Q U) N CD N N CO CO 0 O C 0) U W CO N cj N M N a) co W • t Q — c0 V # o, -J C O a al O N W -J O > z O W 0 N O r �a • 0 m d I I 0 0 O > • • • MEAD 820 WQCV SIZING FOR POND 304 N M CO O ❑ M W W • H � W a a Co O C--: M y a) co Q W Q N N N La O M O O 0 — Y m to N n, N O O o O a) U (D CO CD V C-4 N M 0 4> U W • ms G Q — CO W J C z O N W • • • MEAD 820 WQCV SIZING FOR POND 305 N Cr) CO O cf) Q W I— �U I.0 O a U co W O 1• O N N co O O N U fo V CON ' 0O O co u7 O O DESIGN VOL co N Q C) MI O I I U • • • MEAD 820 WQCV SIZING FOR POND 306 N O CO CD o M Q W O a N O tt, N up N tO CO O O 4- 4) U N to oo N O N CO co •Tr co 'cr co co U c O co �z w ' U N CC 4- ' W Q — D LO O DESIGN VOL N tN t O) O) n O O Vwocv= WQCV (ft)*A*1.2 MEAD 820 WQCV SIZING FOR POND 307 • O O N C O M W • # W H 2W O CC CD O N CO W N M M O N c'▪ ) O O CO co O O w N U f6 CO CO CO :W O .- V N cj N N O O M O Mr CO R: O DESIGN VOL MEAD 820 WQCV SIZING FOR POND 308 • O O N (r') W a) 0 co W W a a N CO r N N- 0 0 o - Y M N CO o N CO -N CO LC � r f0 O M 0 0 C J O Z y w APPENDIX D Historical Drainage Map Proposed Drainage Map • -1'° o �.v wk..❑ mmwemvo w. ae GayaavJ F ono xe vau6sao JVW �ntl�lv1a a Y I' J Y �d Y V a J fl 1V3IV0 SIH 4 = N late. 02/27/09 v .....66 o --un NOI1blfIBtl1 ONINOV81/NOI5N3tl N315tl1Y 33S W0J39NVY11068V0 MMM 6E9S-a8 (0Th)'XVd wa.w...a ❑ Ns (e al°0 nary EN Z60Z (Oud6) OHd , SE9S-013610933 LESO6 P PI O '69616603 \ .a.:w a awn aa°awiaa •.-.., OSZ aun anuanb uloowl S096E aw rmw•vr.c. cm ma ' smAanmg Puel P svaauibu3 leuoissa(md va .ar „Thn,„ to wau wm,,,n = a6u� y!� \d V a sauawnao4 Ilo^^eo paoaaa PROPERTY BOUNDARY a 3 HISTORICAL DESIGN POINT RUNOFFS aaaaaaaa 00 nk 0 Mina D as Una. D m'HIM Olen Alltrita WW1 mara slum FE Para 3 ONo Fs pau&eao NouVlneYJ ONINOVul/NOISN3a 8315011 335 A5 aro nod dVIN 3OVNIV21O 03S0d08d s}uawnooa woad W0o'3sw1-TIOHw❑'MMM -Z seZs(0 6):BN d H , SE9 999- 6Z ( dNOd [Egos 002m100 '130216601 o5Z aslnE'enuenV ulooull'S gime siolaung Pun 9 siaeu!Eu3 lau0!sselad \ e5uw 19'IMJMMO S21O1S3ANI aNVI A1Nl00 013M 0 I S 1i 0o e b$Q qg 6 E iging ape glgh cD 3 '000 Ai 3n 0 p WELD COUNTY LAND INVESTORS MASTER TRAFFIC IMPACT STUDY MEAD, COLORADO MARCH 2009 Prepared for: Gage Davis Associates 475 W. 12"' Avenue, Suite E Denver, CO 80204-3688 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 • • • TABLE OF CONTENTS Page I. Introduction 1 II. Existing and Proposed Conditions 3 Proposed Uses 3 Existing Roads 3 Existing Traffic 3 III. Trip Generation 5 IV. Trip Distribution 6 V. Traffic Forecasts 8 Trip Assignment 8 Background Traffic 8 Total Traffic 8 VI. Transportation Impacts 13 Signal Warrants 13 Geometrics 13 Operation 13 IV. Recommendations 16 LIST OF TABLES Table Page 1. Trip Generation 5 2. Long Range (2030) Total Peak Hour Operation 15 LIST OF FIGURES Figure Page 1. Site Location 2 2. Site Plan 4 3. Trip Distribution 7 4. Site Generated Peak Hour Traffic q 5. Long Range (2030) Background Peak Hour Traffic 10 6. Long Range (2030) Total Peak Hour Traffic 11 7. Long Range (2030) Daily Traffic 12 8. Long Range (2030) Geometry 14 APPENDIX A Signal Warrants B Long Range (2030) Total Peak Hour Operation • • • • I. INTRODUCTION This master traffic impact study (MTIS) for the Weld County Land Investors Development addresses the capacity, geometric, and traffic control requirements related to the proposed development. The Weld County Land Investors Development site is located in the northwest quadrant of the WCR7/WCR38 intersection in Mead, Colorado. The location of the Weld County Land Investors Development is shown in Figure 1. This study conforms to a typical master traffic impact study format. The study involved the collection of data, a review of developments and traffic studies in the area, trip generation, trip distribution, trip assignment, and the operation analyses of the key intersections in the area. The scope of this traffic impact study was discussed with Trent Marshall, JR Engineering, engineering consultant for the Town of Mead. The operation analyses were performed for the long range future (2030). When actual development plans are submitted for a phase or combination of phases, a detailed traffic impact study will be required. 1 County 0 WCR 42 Weld ° Land Investors Development Q Li WCR 40 25 O 0.9 • x1_ / ^ CI\ O Z-7 in 0 U W R38 mrp \ci _cry 9 0 l WCR 36 (Ill ( 1 MEAD i III 0 O 0 -- a SCALE V=3000' SITE LOCATION Figure 1 2 • • • II. EXISTING AND PROPOSED CONDITIONS Proposed Uses The land for the Weld County Land Investors Development is currently vacant. Figure 2 shows the general site plan for the proposed Weld County Land Investors Development site. The existing road system in the area of the proposed development consists of WCR7, WCR38, and future Western Parallel Arterial. Land uses near the Weld County Land Investors Development are vacant, residential, or agricultural. Weld County Land Investors Development is proposed to have residential land uses. The development will consist of 650 single family dwelling units. Traffic forecasts from the "Town of Mead Transportation Plan," August 2006 and traffic from other known future developments in the area (Margil Farms) were considered in developing traffic forecasts at the key intersections. Existing Roads Access to the site is proposed along WCR7 and WCR38. Weld County Road 7 is a two-lane rural road that has a paved surface south of WCR38 and a gravel surface north of WCR38. At WCR38, WCR7 has all northbound/southbound movements combined in a single lane. Weld County Road 7 has a posted speed of 45 mph south of WCR38 and 55 mph north of WCR38. The "Town of Mead Transportation Plan" designates WCR7 as a minor arterial street. As a minor arterial street, WCR7 is categorized as an NRB highway for evaluation of auxiliary lanes. Weld County Road 38 is a two-lane rural road that has a paved surface east of WCR7 and a gravel surface west of WCR7. The WCR7/WCR38 intersection has stop sign control on WCR38. At WCR7, WCR38 has all eastbound/westbound movements combined in a single lane. The "Town of Mead Transportation Plan" designates WCR38 as a minor arterial street. As a minor arterial street, WCR38 is categorized as an NRB highway for evaluation of auxiliary lanes. Existing Traffic Existing counts were not performed since this MTIS forecasts traffic for the long range future (2030). Since there is such little development in the area, current counts will not produce any useable information to forecast the long range (2030) traffic. 3 :ouNTY 6124,RF LOCATION OF EXISTING OIL ,ND GAS WELL PLANNING AREA - 4 138.4 Ac HELD COUNTY AGRICULTURE • PROPOSED ROW 60' EXISTING ROW WELD COUNTY AGRICULTURE SITE PLAN Figure 2 are - LOCATION OF EXISTING OIL AND GAS WELL PROPERTY BOUNDARY WELD COUNTY AGRICULTURE COUNTY ROAD 40 68' PROPOSED ROW PLANNING AREA -1 • 281.6 Ac PLANNING AREA - 5 OPEN SPACE PLANNVIG AREA - 6 OPEN SPACE WELD COUNTY AGRICULTURE a N SCALE: V=10001 8363350 Ac 150' PROPOSED ROW 60' EXISTING ROW TOWN OF MEAD LARGE LOT RESIDENTIAL 7AL rMARGIL FARMS \ 1ST FILING TOWN OF MEAD LARGE TIA RESIDENTIAL 4 • • III. TRIP GENERATION Trip generation is important in considering the impact of a development on the existing and proposed street system. Trip Generation, 8t° Edition, ITE was used to forecast trips that would be generated by the proposed Weld County Land Investors Development. A trip is defined as a one way vehicle movement from origin to destination. No trip reductions were assumed as part of this traffic study. Trip generation for the Weld County Land Investors Development is shown in Table 1. TABLE 1 Trip Generation 210 Single Family 650 D.D. 9.57 6220 0.19 124 0.56 364 0.64 416 0.37 241 5 • • IV. TRIP DISTRIBUTION Trip distribution for Weld County Land Investors Development was based on existing/future travel patterns, land uses in the area, consideration of future trip attractions/productions in the area, and engineering judgment. The existing and future roadways in the area also play a role in developing the trip distribution. The trip distribution for Weld County Land Investors Development is shown in Figure 3. 6 • .y WCR40 • WCR38 • TRIP DISTRIBUTION Western Parallel Norh Access Mar Nor South Access 0 Man Sou 40% WCR31 Figure 3 7 • • V. TRAFFIC FORECASTS Trip Assignment The trip assignment is how the generated and distributed trips are expected to be loaded on the roadway network. The site generated trip assignment for Weld County Land Investors Development is shown in Figure 4. Background Traffic Background traffic is defined as traffic that will likely be on the street/road system, but does not include the traffic from the subject development. Background traffic was determined for the long range (2030) future and is shown in Figure 5. The background traffic was developed by reviewing the "Town of Mead Transportation Plan," August 2006 and reviewing various other developments in the area. The cited transportation plan shows an interchange at I-25 and WCR38. This may not occur by the year 2030. However, it was assumed that this interchange would exist by the long range (2030) future year, per discussion with the Mead engineering consultant. Total Traffic The site generated traffic was combined with the background traffic to determine the total forecasted traffic for the study area. Figure 6 shows the long range (2030) total peak traffic at the key intersections. Figure 7 shows the long range (2030) total daily traffic on various street segments. 8 • (9. for -- 55/190 WCR38 NOM WCR40 65/40 35/30 Th Norh Access South Access 15/10 -fif Western Parallel AM/PM Rounded to Nearest 5 Vehicles *ONG RANGE (2030) SITE GENERATED PEAK HOUR TRAFFIC 9 3020 t t Mat Not f o � L'-501165 Mar Sou WCR3t 0 n O Figure 4 • WCR38 O 663 \1 AM/PM Rounded to Nearest 5 Vehicles 6oPeC 101 Western mile% U $8 N —30/'20 ,-95/65 Margil Norl Margil Soul 175/300 55/170 WCR38 SONG RANGE (2030) BACKGROUND PEAK HOUR TRAFFIC Figure 5 10 St 55/190 �— 75/165 WCR38 NOM >! 140/105 ---• 1� 7% s5• N WCR40 65/40 --' 35130 Th § o R-- 330/20 NOM r95/65 - Norh Access 15/10 —1/ NOM -- 3525 -\ )f r' 0 0 0 f2. - m 2 20/15 NOM /-� Mar Nor South Access 15110 NOM - 3020 -\ � f eor Man I Sou ti?M 0 R }.§4 '?s \ 225/465 ,'— 55/170 Western Para►lei -�— AM/PM Rounded to Nearest 5 Vehicles WCR31 r - v *ONG RANGE (2030) TOTAL PEAK HOUR TRAFFIC Figure 6 • • 2700 WCR38 Western Parallel • LONG RANGE (2030) DAILY TRAFFIC Figure 7 12 VI. TRANSPORTATION IMPACTS Signal warrant, geometric, and operational analyses of the key intersections were conducted using the long range traffic forecasts shown in Figure 6. Signal Warrants Using the long range (2030) total peak hour forecasts, a peak hour signal warrant is likely to be met at the Western Parallel Arterial/WCR7 intersection (along curve) and the Western Parallel Arterial/WCR38 intersection (along curve). At the WCR7/WCR38 intersection (existing location) and other stop sign controlled intersections, peak hour signal warrants are not likely to be met. Peak hour signal warrant analyses are provided in Appendix A. Geometrics The State Highway Access Code (2002) was used to evaluate the need for auxiliary lanes on WCR7, WCR38, and the Western Parallel Arterial. Both WCR7 (south of the Western Parallel Arterial) and WCR38 were evaluated as NRB roads. The Western Parallel Arterial would be classified as a major arterial street and evaluated as an NRA road as defined in the State Highway Access Code. The long range (2030) approach geometry is shown schematically in Figure 8. Generally, the cross section of WCR7 and WCR38 should provide for one travel lane in each direction and left -turn lanes at all intersections and right -turn lanes at most intersections. The Western Parallel Arterial should have one lane in each direction, given the forecasted volumes. There should be left -turn lanes at all intersections. Dimensions of the various auxiliary lanes should be determined in the traffic impact study that will be required when an actual detailed plan is developed and submitted. The auxiliary lanes for WCR7 and WCR38 (NRB) should provide for storage of the forecasted traffic plus bay taper. If the roads are posted at >40 mph, deceleration length should also be provided. For the Western Parallel Arterial (NRA), the left -turn lanes should provide for deceleration and storage, and the right -turn lanes should provide for deceleration. Operation Table 2 shows the long range (2030) total peak hour operation at the key intersections. Calculation forms are provided in Appendix B. All of the key intersections will operate acceptably during the peak hours. In Table 2, the Western Parallel Arterial/WCR38 intersection is shown with two-way stop sign control on WCR38. Since this intersection may warrant signalization, it will operate acceptably with signal control. Calculation forms for these analyses are also provided in Appendix B. 13 • r A WCR38 / Western Parallel Jl WCR4o Norh Access AelL 11i N 1i Mar Nor South Access - Denotes Lane '7( N. Cr U Man Soul WCR3t • LONG RANGE (2030) GEOMETRY Figure 8 14 TABLE 2 Long Range (2030) Total Peak Hour Operation 1 y{ 5 s _i_ w WCR7NVCR38 (stop sign) (existing location) WB LT D F WB RT A B WB APPROACH B C SB LT A A Western Parallel ArteriaWVCR7 (signal) (along curve) EB LT B B WB RT B B WBAPPROACH B B NB T B B NB RT B B NB APPROACH B B SB LT A A SBT A A SB APPROACH A A OVERALL A B Western Parallel ArteriaINVCR38 (stop sign) (along curve) SB LT D E SB RT B B SB APPROACH C C EB LT A A WCR38/Intemal Collector (stop sign) SB LT/RT B B EB LT A A Western Parallel Arterial/South Access (stop sign) EB LT C C EB T/RT B B EB APPROACH B B WB LT C C WB T/RT A B WB APPROACH C C NB LT A A SB LT A A EB LT C C EB T/RT B A Western Parallel Arterial/North EB APPROACH B B Access WB LT C C (stop sign) WB T/RT A B WB APPROACH C C NB LT A A SB LT A A EB LT C C Western Parallel Arterial/WCR40 EB RT B A (stop sign) EB APPROACH B B NB LT A A Internal Collector/Site Access SB LT/RT A A (stop sign) EB LT/T A A is VII. RECOMMENDATIONS This study assessed the transportation impacts associated with the Weld County Land Investors Development. The Weld County Land Investors Development is located in the northwest quadrant of the WCR7/WCR38 intersection in Mead, Colorado. The Weld County Land Investors Development is expected to generate approximately 6220 trip ends on an average weekday, 488 morning peak hour trip ends, and 657 afternoon peak hour trip ends. The potential impacts of the proposed project were evaluated at the Western Parallel Arterial/WCR7, Western Parallel Arterial/WCR38, WCR7/WCR38, Western Parallel Arterial/WCR40, and the site access intersections. Using the long range (2030) total peak hour forecasts, a peak hour signal warrant is likely to be met at the Western Parallel Arterial/WCR7 and Western Parallel Arterial/WCR38 intersections. In the long range (2030) future with full development of Weld County Land Investors Development, all of the key intersections will operate acceptably during the peak hours with the recommended control and geometry. The geometric recommendations for the long range (2030) future are shown in Figure 8. When an actual development plan is submitted to the Town of Mead, a detailed traffic impact study will be required. 16 • APPENDIX A 0 ,o 0' Op 0 ZW N. OW p Ct J (I) O 25O 0 c Y 0Z < OO 0 a_ r I o .Z CL (rj a Z (n"E- Q (O I 3 JY Q ZW 4 2O CO 0 0< w V LL • E LANES w z ! OR MOF 1 LANE 06 w _ANES&S E LANES w x 0 2 kORMOR O N r V 0 S 0 0 0 0 CO 0 0 N a la > > to o to 0 0 T" 2 2 a I-- J ZZ MINOR STREET APPROACH - VPH o N a w O a0 J W o J o ) 0 N I �LJL (J ti3 di a a 02 c o .� co (f- 0 rn Ct m c a v a _ ja o Q_= .-O co_ > 7 W U VJ O ~ > °° m= -,;€142, u_ O 5, tr2 �° F - o= mam a P- �� p Jfr -`°�, H r� aW mm'1 OF-- a. 502, 7:- LL co_0- d co W $ ' c tY o J w cD 0 l -U a o�aoE ct cc ww a z - CO3 o nv o NN > n n O to IX O o N 2 a ma - a 0 2 Z m W O ai V' 0 co O o o PM R W 0 Z 0 z SE O F- 0 Q LL 0p O ZW O rt X �u) Q- o2 Q 0Za O a W 0�z r Q Zao 005 Q � c� I —f —t" 0 Z cn <co_� cr JY Q � O Z W D O O< d- U O LL • o "° • R MORE LANES & 2 OR MORE LANES n w Z 1 LANE 06 W W /. E LANES Z OR MOR 0 N lV ,�/ 0 0 0 0 (1) 0 8 0 0 N x a v C' o a ' m Q o o N o s Eta m R o al- ou'S a s t) 0 3 H> 5 to o _ Ow >Qo Om rfi I� Q < 92 92 OOw 7, = 0 W •- W co F -U No `d WZ 920E W W a o J m.. o 3 0 `nCC 0 ogm - 0 aE 0 CO co M O cc ce J J a. co rt QaZ LL O 4 W a M qZ LL O J MINOR STREET APPROACH - VPH S 0 F- O Q cr 0p o 0 zw NOcc D cc O a0 O 6 O oz -r Q O aQ W O z ZCWo Q G " N Z Q cn23 Et Q - O Z W OO< 0 cc 3 0 ii • R MORE LANES & 2 OR MORE LANES n W 7 1& 1 LANE dE & 1 LAI E LANES 1 OR MOR 0 N .. cb dp O 8 O O 0 O N S a > a z MINOR STREET APPROACH - VPH O O 1 WB LT AM 55 VPH O 0 r 0 0 N 0 0 0 2 L U y3 Q `c o O • Em r a0t ) W m o a 2(0.C 0 ; o10m 0 0w >no 0 co a > a mO Nn w O= t c d O = J Q W 1--W om_ 00)00E w 0 E Wo O a ' J wr E o H U (U j - o m O WS °'oE M PM LONG RANGE (2030) PEAK HOUR WARRANT AT WCR7/WCR38 4 APPENDIX B • 3: WCR38 & WCR7 HCM Unsignalized Intersection Capacity Analysis 3/5/2009 Long Total AM t f �► j • Movement WBL WBR NBT NBR SBL SBT Lane Configurations it jr + r vi + Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 55 225 50 140 380 55 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 58 237 53 147 400 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) 1023 pX, platoon unblocked vC, conflicting volume 911 53 200 vC1, stage 1 conf vol 53 vC2, stage 2 conf vol 858 vCu, unblocked vol 911 53 200 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 70 77 71 • QM capacity (veh/h) 195 1015 1372 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 • _ Volume Total 58 237 53 147 400 58 Volume Left 58 0 0 0 400 0 Volume Right 0 237 0 147 0 0 cSH 195 1015 1700 1700 1372 1700 Volume to Capacity 0.30 0.23 0.03 0.09 0.29 0.03 Queue Length 95th (ft) 30 23 0 0 31 0 Control Delay (s) 31.1 9.6 0.0 0.0 8.7 0.0 Lane LOS D A A Approach Delay (s) 13.8 0.0 7.6 Approach LOS B Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15 Matthew J. Delich , P. E. Synchro 6 Light Report Page 1 • 3: WCR38 & WCR7 HCM Unsignalized Intersection Capacity Analysis 3/5/2009 Long Total PM Movement WBL WBR NBT NBR SBL SBT Lane Configurations rr t r 1 t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 170 465 60 90 325 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 179 489 63 95 342 63 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) 1023 pX, platoon unblocked vC, conflicting volume 811 63 158 vC1, stage 1 conf vol 63 vC2, stage 2 conf vol 747 vCu, unblocked vol 811 63 158 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 24 51 78 • cM capacity (veh/h) 235 1001 1422 Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 S Volume Total 179 489 63 95 342 63 Volume Left 179 0 0 0 342 0 Volume Right 0 489 0 95 0 0 cSH 235 1001 1700 1700 1422 1700 Volume to Capacity 0.76 0.49 0.04 0.06 0.24 0.04 Queue Length 95th (ft) 136 69 0 0 24 0 Control Delay (s) 57.0 12M 0.0 0.0 8.3 0.0 Lane LOS F B A Approach Delay (s) 24.0 0.0 7.0 Approach LOS C Intersection Summary Average Delay 15.4 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 Matthew J. Delich , P. E. Synchro 6 Light Report Page 1 i 13: WCR7 & Western Parallel Arterial HCM Signalized Intersection Capacity Analysis Long Total AM 3/5/2009 • • • Movement Lane Configurations ►� Ideal Flow (vphpl) 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 1.00 Fit Protected 0.95 Satd. Flow (prot) 1770 Flt Permitted 0.95 Satd. Flow (penn) 1770 Volume (vph) 150 Peak -hour factor, PHF 0.95 Adj. Flow (vph) 158 RTOR Reduction (vph) 0 Lane Group Flow (vph) 158 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 380 v/s Ratio Prot c0.09 v/s Ratio Penn Vic Ratio 0.42 Uniform Delay, dl 15.8 Progression Factor 1.00 Incremental Delay, d2 0.7 Delay (s) 16.5 Level of Service B Approach Delay (s) 15.7 Approach LOS B Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group t P ` WBL WBR NBT NBR SBL SBT 8 8.0 10.0 0.21 8.0 3.0 if 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 125 0.95 132 104 28 Perm 8 8.0 10.0 0.21 6.0 3.0 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 115 0.95 121 0 121 2 14.8 16.8 0.36 6.0 3.0 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 185 0.95 195 125 70 Perm 2 14.8 16.8 0.36 6.0 3.0 1900 4.0 1.00 1.00 0.95 1770 0.55 1022 250 0.95 263 0 263 T 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 300 0.95 316 0 316 pm+pt 1 6 6 26.6 26.6 28.6 28.6 0.61 0.61 4.0 6.0 3.0 3.0 340 672 571 752 1143 0.06 c0.06 0.17 0.02 0.04 c0.16 0.08 0.18 0.12 0.35 0.28 14.6 10.2 10.0 4.3 4.2 1.00 1.00 1.00 1.00 1.00 0.1 0.1 0.1 0.3 0.1 14.7 10.3 10.1 4.6 4.3 B B B A A 10.2 4.4 B A 8.7 0.36 46.6 35.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service A 8.0 A Matthew J. Delich , P. E. Synchro 6 Light Report Page 1 13: WCR7 & Western Parallel Arterial HCM Signalized Intersection Capacity Analysis Long Total PM 3/5/2009 • • • _ Movement Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 1.00 Fit Protected 0.95 Satd. Flow (prot) 1770 Flt Permitted 0.95 Satd. Flow (perm) 1770 Volume (vph) 175 Peak -hour factor, PHF 0.95 Adj. Flow (vph) 184 RTOR Reduction (vph) 0 Lane Group Flow (vph) 184 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 481 v/s Ratio Prot c0.10 v/s Ratio Penn v/c Ratio 0.38 Uniform Delay, dl 13.8 Progression Factor 1.00 Incremental Delay, d2 0.5 Delay (s) 14.3 Level of Service B Approach Delay (s) 13.8 Approach LOS B Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group WBL 8 10.7 12.7 0.27 6.0 3.0 t 1 WBR NBT r 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 350 0.95 368 268 100 r `► 1 NBR SBL SBT Penn 8 10.7 12.7 0.27 6.0 3.0 430 622 529 578 1037 c0.14 c0.04 0.10 0.06 0.05 0.13 0.23 0.43 0.14 0.32 0.18 13.2 12.1 10.9 5.5 5.1 1.00 1.00 1.00 1.00 1.00 0.3 0.5 0.1 0.3 0.1 13.5 12.6 11.0 5.8 5.2 BBB A A 11.9 5.5 B A t 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 255 0.95 268 0 268 Penn pm+pt 2 1 6 2 6 13.6 13.6 24.0 24.0 15.6 15.6 26.0 26.0 0.33 0.33 0.56 0.56 6.0 6.0 4.0 6.0 3.0 3.0 3.0 3.0 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 210 0.95 221 147 74 1900 4.0 1.00 1.00 0.95 1770 0.43 800 175 0.95 184 0 184 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 175 0.95 184 0 184 10.9 0.40 46.7 42.8% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service B 12.0 A Matthew J. Delich , P. E. Synchro 6 Light Report Page 1 18: Western Parallel Arterial & WCR38 HCM Unsignalized Intersection Capacity Analysis Long Total AM 3/5/2009 • l 4 — ti J Movement Lane Configurations 9 t t it '9 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 55 215 425 75 180 130 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 58 226 447 79 189 137 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 526 789 447 vC1, stage 1 conf vol 447 vC2, stage 2 conf vol 342 vCu, unblocked vol 526 789 447 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 94 44 78 •cM capacity (veh/h) 1041 340 611 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 • Volume Total 58 226 447 79 189 137 Volume Left 58 0 0 0 189 0 Volume Right 0 0 0 79 0 137 cSH 1041 1700 1700 1700 340 611 Volume to Capacity 0.06 0.13 0.26 0.05 0.56 0.22 Queue Length 95th (ft) 4 0 0 0 81 21 Control Delay (s) 8.7 0.0 0.0 0.0 28.1 12.6 Lane LOS A D B Approach Delay (s) 1.8 0.0 21.6 Approach LOS C Intersection Summary Average Delay 6.6 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 6 18: Western Parallel Arterial & WCR38 HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 � � 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ►j + t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 145 415 255 210 125 90 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 153 437 268 221 132 95 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 489 1011 268 vC1, stage 1 conf vol 268 vC2, stage 2 conf vol 742 vCu, unblocked vol 489 1011 268 IC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 86 46 88 cM capacity (veh/h) 1074 246 770 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 153 437 268 221 132 95 Volume Left 153 0 0 0 132 0 Volume Right 0 0 0 221 0 95 cSH 1074 1700 1700 1700 246 770 Volume to Capacity 0.14 0.26 0.16 0.13 0.54 0.12 Queue Length 95th (ft) 12 0 0 0 72 10 Control Delay (s) 8.9 0.0 0.0 0.0 35.4 10.3 Lane LOS A E B Approach Delay (s) 2.3 0.0 24.9 Approach LOS C Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 7 ri 18: Western Parallel Arterial & WCR38 HCM Signalized Intersection Capacity Analysis Long Total AM 3/5/2009 • • • t Movement EBL Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Fit Fit Protected Satd. Flow (prat) Flt Permitted Said. Flow (perm) Volume (vph) 55 Peak -hour factor, PHF 0.95 Adj. Flow (vph) 58 RTOR Reduction (vph) 0 Lane Group Flow (vph) 58 Turn Type pm+pt Protected Phases 7 4 8 Permitted Phases 4 Actuated Green, G (s) 25.0 25.0 17.1 Effective Green, g (s) 27.0 27.0 19.1 Actuated g/C Ratio 0.56 0.56 0.40 Clearance Time (s) 4.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 409 1048 741 630 479 429 v/s Ratio Prot 0.01 c0.12 c0.24 c0.11 v/s Ratio Penn 0.07 0.02 0.02 v/c Ratio 0.14 0.22 0.60 0.05 0.39 0.09 Uniform Delay, dl 5.8 5.2 11.4 8.9 14.3 13.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 1.4 0.0 0.5 0.1 Delay (s) 5.9 5.3 12.8 8.9 14.8 13.2 Level of Service A A B ABB Approach Delay (s) 5.5 12.3 14.1 Approach LOS A B B Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group -. 4- EBT WBT WBR SBL SBR 1900 4.0 1.00 1.00 0.95 1770 0.30 551 t 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 215 0.95 226 0 226 T 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 425 0.95 447 0 447 r 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 75 0.95 79 48 31 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 180 0.95 189 0 189 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 130 0.95 137 100 37 Penn Penn 6 8 17.1 19.1 0.40 6.0 3.0 11.0 13.0 0.27 6.0 3.0 6 11.0 13.0 0.27 6.0 3.0 11.1 0.49 48.0 45.7% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service B 12.0 A Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 18: Western Parallel Arterial & WCR38 HCM Signalized Intersection Capacity Analysis Long Total PM 3/5/2009 • Movement EBL Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type pm+pt Protected Phases 7 Permitted Phases 4 Actuated Green, G (s) 23.3 Effective Green, g (s) 25.3 Actuated g/C Ratio 0.57 Clearance Time (s) 4.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 604 v/s Ratio Prot 0.04 c0.23 0.14 v/s Ratio Perm 0.11 v/c Ratio 0.25 0.41 0.44 Uniform Delay, dl 4.8 5.3 11.7 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.5 Delay (s) 5.0 5.6 12.2 Level of Service A A B Approach Delay (s) 5.4 11.5 Approach LOS A B Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 4- N. EBT WBT WBR SBL SBR 1' 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 415 0.95 437 0 437 I 1900 4.0 1.00 1.00 0.95 1770 0.43 795 145 0.95 153 0 153 23.3 25.3 0.57 6.0 3.0 1064 610 518 440 393 T 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 255 0.95 268 0 268 r 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 210 0.95 221 149 72 I 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 125 0.95 132 0 132 it 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 90 0.95 95 71 24 Penn Penn 8 6 12.5 14.5 0.33 6.0 3.0 8 12.5 14.5 0.33 6.0 3.0 9.0 11.0 0.25 6.0 3.0 6 9.0 11.0 0.25 8.0 3.0 9.1 0.38 44.3 38.4% 15 c0.07 0.05 0.01 0.14 0.30 0.06 10.5 13.5 12.7 1.00 1.00 1.00 0.1 0.4 0.1 10.6 13.9 12.8 B B B 13.4 B HCM Level of Service Sum of lost time (s) ICU Level of Service A 8.0 A Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 16: WCR38 & Internal Collector HCM Unsignalized Intersection Capacity Analysis Long Total AM 3/5/2009 • 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 try Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 140 75 55 170 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 147 79 58 179 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 137 226 79 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 137 226 79 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 77 100 • cM capacity (veh/h) 1447 762 982 Direction, Lane # EB 1 WB 1 WB 2 SB 1 • _ Volume Total 147 79 58 179 Volume Left 0 0 0 179 Volume Right 0 0 58 0 cSH 1447 1700 1700 762 Volume to Capacity 0.00 0.05 0.03 0.23 Queue Length 95th (ft) 0 0 0 23 Control Delay (s) 0.0 0.0 0.0 11.2 Lane LOS Approach Delay (s) 0.0 0.0 11.2 Approach LOS g Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 23.5% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 5 14 16: WCR38 & Internal Collector HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 • • • Movement Lane Configurations 4 1 r V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 105 165 190 110 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 111 174 200 116 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 374 284 174 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 374 284 174 tC, single (s) 4.1 8.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 84 100 cM capacity (veh/h) 1185 706 870 Direction, Lane # EB 1 WB 1 WB 2 SB 1 Volume Total 111 174 200 116 Volume Left 0 0 0 116 Volume Right 0 0 200 0 cSH 1185 1700 1700 706 Volume to Capacity 0.00 0.10 0.12 0.16 Queue Length 95th (ft) 0 0 0 15 Control Delay (s) 0.0 0.0 0.0 11.1 Lane LOS B Approach Delay (s) 0.0 0.0 11.1 Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 24.0% ICU Level of Service A Analysis Period (min) 15 EBL EBT WBT WBR SBL SBR Synchro 6 Light Report Matthew J. Deitch , P. E. Page 6 I5 IJ 9: South Access & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total AM ` 3/5/2009 /41/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►t Ti 'I A rl + r II A Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 15 0 30 60 0 20 10 210 20 5 460 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 0 32 63 0 21 11 221 21 5 484 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 788 pX, platoon unblocked vC, conflicting volume 761 761 487 768 742 221 489 242 vC1, stage 1 conf vol 497 497 242 242 vC2, stage 2 conf vol 263 263 526 500 vCu, unblocked vol 761 761 487 768 742 221 489 242 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 95 100 95 79 100 97 99 100 cM capacity (veh/h) 314 314 581 296 315 819 1074 1324 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 16 32 63 21 11 221 21 5 489 Volume Left 16 0 63 0 11 0 0 5 0 Volume Right 0 32 0 21 0 0 21 0 5 cSH 314 581 298 819 1074 1700 1700 1324 1700 Volume to Capacity 0.05 0.05 0.21 0.03 0.01 0.13 0.01 0.00 0.29 Queue Length 95th (ft) 4 4 20 2 1 0 0 0 0 Control Delay (s) 17.1 11.6 20.5 9.5 8.4 0.0 0.0 7.7 0.0 Lane LOS C BC A A A Approach Delay (s) 13.4 17.7 0.3 0.1 Approach LOS B C Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 • Synchro 6 Light Report Matthew J. Delich , P. E. Page 3 9: South Access & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 -fr --* -.)p i 4- k.. * • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 p 1 Ts 1 t r I T. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 10 0 20 35 0 15 35 505 65 20 295 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 11 0 21 37 0 16 37 532 68 21 311 16 Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 788 pX, platoon unblocked vC, conflicting volume 982 1034 318 979 974 532 326 600 vC1, stage 1 conf vol 361 361 605 805 vC2, stage 2 conf vol 621 674 374 368 vCu, unblocked vol 982 1034 318 979 974 532 326 600 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 97 85 100 97 97 98 cM capacity (veh/h) 242 240 722 248 256 548 1233 977 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 11 21 37 16 37 532 68 21 326 Volume Left 11 0 37 0 37 0 0 21 0 Volume Right 0 21 0 16 0 0 68 0 16 cSH 242 722 248 548 1233 1700 1700 977 1700 Volume to Capacity 0.04 0.03 0.15 0.03 0.03 0.31 0.04 0.02 0.19 Queue Length 95th (ft) 3 2 13 2 2 0 0 2 0 Control Delay (s) 20.6 10.1 22.1 11.8 8.0 0.0 0.0 8.8 0.0 Lane LOS CBCB A A Approach Delay (s) 13.6 19.0 0.5 0.5 Approach LOS B C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 • • Synchro 6 Light Report Matthew J. Delich , P. E. Page 3 • • • 6: North Access & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total AM , 3/5/2009 l —► 'i s' t 1 t t\ I d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 1. ) T4 rt t it vi t Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 15 0 35 95 0 30 15 195 35 10 340 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 0 37 100 0 32 16 205 37 11 358 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (It) pX, platoon unblocked vC, conflicting volume 650 655 361 653 621 205 363 242 vC1, stage 1 conf vol 382 382 237 237 vC2, stage 2 conf vol 268 274 416 384 vCu, unblocked vol 650 655 361 653 621 205 363 242 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 95 100 95 70 100 96 99 99 cM capacity (veh/h) 347 344 684 334 350 835 1195 1324 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 16 37 100 32 16 205 37 11 363 Volume Left 16 0 100 0 16 0 0 11 0 Volume Right 0 37 0 32 0 0 37 0 5 cSH 347 684 334 835 1195 1700 1700 1324 1700 Volume to Capacity 0.05 0.05 0.30 0.04 0.01 0.12 0.02 0.01 0.21 Queue Length 95th (ft) 4 4 31 3 1 0 0 1 0 Control Delay (s) 15.9 10.6 20.3 9.5 8.1 0.0 0.0 7.7 0.0 Lane LOS CBC A A A Approach Delay (s) 12.1 17.7 0.5 0.2 Approach LOS B C Intersection Summary Average Delay 3.9 Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 2 6: North Access & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►) T. R 1. II t r 11 A Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 10 0 25 65 0 20 40 380 110 35 240 20 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 11 0 26 68 0 21 42 400 116 37 253 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 842 937 263 837 832 400 274 516 vC1, stage 1 conf vol 337 337 484 484 vC2, stage 2 conf vol 505 600 353 347 vCu, unblocked vol 842 937 263 837 832 400 274 516 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 97 76 100 97 97 96 • cM capacity (veh/h) 272 254 775 280 284 650 1289 1050 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 11 26 68 21 42 400 116 37 274 Volume Left 11 0 68 0 42 0 0 37 0 Volume Right 0 26 0 21 0 0 116 0 21 cSH 272 775 280 650 1289 1700 1700 1050 1700 Volume to Capacity 0.04 0.03 0.24 0.03 0.03 0.24 0.07 0.04 0.16 Queue Length 95th (ft) 3 3 23 3 3 0 0 3 0 Control Delay (s) 18.8 9.8 22.0 10.7 7.9 0.0 0.0 8.6 0.0 Lane LOS C A CB A A Approach Delay (s) 12.4 19.3 0.6 1.0 Approach LOS B C Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 2 • • • 14: WCR40 & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total AM 3/5/2009 t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►j r '1 t t Ir Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 65 35 15 225 320 20 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 68 37 16 237 337 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 805 337 358 vC1, stage 1 conf vol 337 vC2, stage 2 conf vol 268 vCu, unblocked vol 605 337 358 tC, single (s) 6.4 6.2 4.1 IC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 83 95 99 cM capacity (veh/h) 407 705 1201 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 68 37 16 237 337 21 Volume Left 88 0 16 0 0 0 Volume Right 0 37 0 0 0 21 cSH 407 705 1201 1700 1700 1700 Volume to Capacity 0.17 0.05 0.01 0.14 0.20 0.01 Queue Length 95th (ft) 15 4 1 0 0 0 Control Delay (s) 15.6 10.4 8.0 0.0 0.0 0.0 Lane LOS C B A Approach Delay (s) 13.8 0.5 0.0 Approach LOS B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15 Synchro 6 Light Report Matthew J. Delich , P. E. Page 4 14: WCR40 & Western Parallel Arterial HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 • Movement Lane Configurations ) rr '1 T + r Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 40 30 45 365 265 70 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 42 32 47 384 279 74 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 758 279 353 vC1, stage 1 conf vol 279 vC2, stage 2 conf vol 479 vCu, unblocked vol 758 279 353 tC, single (s) 6.4 6.2 4.1 IC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 88 96 96 •GM capacity (veh/h) 347 760 1206 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 42 32 47 384 279 74 Volume Left 42 0 47 0 0 0 Volume Right 0 32 0 0 0 74 cSH 347 760 1206 1700 1700 1700 Volume to Capacity 0.12 0.04 0.04 0.23 0.16 0.04 Queue Length 95th (ft) 10 3 3 0 0 0 Control Delay (s) 16.8 9.9 8.1 0.0 0.0 0.0 Lane LOS C A A Approach Delay (s) 13.9 0.9 0.0 Approach LOS B Intersection Summary -A O 1 1 4 J EBL EBR NBL NBT SBT SBR Average Delay 1.6 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15 • _ Matthew J. Delich , P. E. Syncltro 6 Light Report Page 4 15: Internal Collector & Site Access HCM Unsignalized Intersection Capacity Analysis Long Total AM 3/5/2009 • Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1 ►� Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 5 70 25 5 20 10 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 5 74 26 5 21 11 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 32 113 29 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 32 113 29 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 98 99 •cM capacity (veh/h) 1581 880 1046 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 79 32 32 Volume Left 5 0 21 Volume Right 0 5 11 cSH 1581 1700 929 Volume to Capacity 0.00 0.02 0.03 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.5 0.0 9.0 Lane LOS A A Approach Delay (s) 0.5 0.0 9.0 Approach LOS A Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 17.8% ICU Level of Service A Analysis Period (min) 15 • Synchro 6 Light Report Matthew J. Delich , P. E. Page 1 2Z 15: Internal Collector & Site Access HCM Unsignalized Intersection Capacity Analysis Long Total PM 3/5/2009 • F Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 19 V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 10 50 85 20 15 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 11 53 89 21 16 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 111 174 100 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 111 174 100 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 98 99 • cM capacity (veh/h) 1479 810 956 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 63 111 21 Volume Left 11 0 16 Volume Right 0 21 5 cSH 1479 1700 842 Volume to Capacity 0.01 0.07 0.02 Queue Length 95th (ft) 1 0 2 Control Delay (s) 1.3 0.0 9.4 Lane LOS A A Approach Delay (s) 1.3 0.0 9.4 Approach LOS A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 19.9% ICU Level of Service A Analysis Period (min) 15 • Synchro 6 Light Report Matthew J. Delich , P. E. Page 5 6002 '9Z Jegwe dag ueld ldaouop :uogeopddV 600Z'91. eunr amp uolslnaa .009=..1 :91839 ueld 600Z OZ HO23VW :9100 dVW NVld 1d3ONOO C" NV1d 1d33NO3 N c° I..L ON ,_ W? z `n ~ W Q W~ N N 1- O Z�ow 003p Z ?O r0 -J<ZOO ›- z' • 0 Q Q U Zo° O z "' 0 la u)�0- u_Z Q03z OQ0� W 0 a cn z I- z w a O J W W 0 O a L I i G O uJz w O co rw rw w° ow wpw PE O 8 O O1 -m UIq' zmo- • i SRI X- .ff $ i z ' � �a�A�� s7RFRRA�°f w S1T FRONTAGE (m) OFF-STREET PA WIC lml I 4 Y gE Jil .44 .44 0 5' u j o do EF Ud do a 01 o 8 /� GVOEA1Nr1OD (VON AINn os UU do i 0 Cc -2 • • O OWNER/DEVELOPER: ENGINEER & SURVEYOR: 06 26 3Q Z N rO O> OOZE 009 6aP6aozsl6O )o uoia 100-oMVoosz roie09AdP,ai\, +as wo srvaw.x wdgoZi - 6aaz 5z Town of Mead P.O. Box 626 441 Third Street Mead, Colorado 80542-0626 (970) 5354477 CERTIFIED MAIL # 7008 1830 0003 6838 2092 October 19, 2009 Weld County Board of Commissioners P.O. Box 758 Greeley, CO 80632 RE: Required Annexation Impact Report - Weld County Land Investors Annexation to the Town of Mead. Gentlemen: In accordance with the requirements of C.R.S. § 31-12-108.5, enclosed is a copy of the Annexation Impact Report prepared for the proposed Weld County Land Investors Annexation to the Town of Mead. You have received prior notice of the public hearings before the Planning Commission and the Board of Trustees for this proposal. In the event that you have any questions regarding this Annexation Impact Report, or the proposed annexation, you may contact Richard E. Samson, the Town's Attorney, at (303) 776-1169. Very truly yours, Charlene Reed Town Clerk Annexation Impact Report Weld County Land Investors Annexation October 19, 2009 Prepared for: Town of Mead P.O. Box 626 Mead, CO 80542 Table of Contents Page I. Project Description 1 II. Municipal Services 1 III. Special Districts 1 IV. School District Impact 1 V. Exhibits 2 A. Existing Conditions Map and Proposed Land Use Map Forward: This "annexation impact report" has been prepared pursuant to Section 31-12-108.5 Colorado Revised Statutes, 1986 Repl. Vol. Contained in Appendix "A" is a map depicting the proposed annexation, the existing and proposed public services to the property and the existing and proposed land use for the property. I. Project Description: The property proposed for annexation consists approximately 836 acres and is located north of W CR 38, between WCR 5 and 3rd Street (WCR 7). The annexation is contiguous to the Town along 3r° Street for A mile as it abuts the Margil 1 and Margil 3 Subdivisions in Mead. It satisfies the 1/6 contiguity with the Town boundaries required by statute. The land proposed to be annexed is owned by the Weld County Land Investors, LLC, a Colorado corporation. The owner proposes to develop the property as a low density residential development with lot sizes ranging from 1/2 acre to 2 acres in size. The property will receive domestic water from the Little Thompson Water District and sewer service for a majority of the property from the Town's sanitary sewer system. A small portion of the larger lots will be provided with individual sewage disposal systems. The land is currently zoned A )Agricultural) by Weld County. In conjunction with the proposed annexation, the zoning will change to single family residential in conformance with the Town's Land Use Code. Adjacent land uses include agriculture, and rural residences on large lots. II. Municipal Services: Municipal services for the Weld County Land Investors Annexation will be provided in the following manner: Electricity Electric services are to be provided by the present supplier, United Power Inc., the electric franchisee for the Town of Mead. Telephone U.S. West Communications Water Little Thompson Water District Sanitary Sewer A majority of the site will be connected to the Town's sanitary sewer system. A small portion of the property with large lots will be provided with individual septic systems engineered for each specific site. Fire The site is currently served by the Berthoud Fire Protection District. Upon annexation fire service will be provided Mountain View Fire Protection District ain accordance with the IGA between the Town and the District. Police Weld County Sheriff, under contract with the Town of Mead. Street Maint. Maintenance of roadways within the annexation will be provided by the Town after construction to Town specifications and acceptance by the Board of Trustees. Financing the municipal services within the area to be annexed is addressed in an annexation agreement between the applicant and the Town of Mead. The annexation agreement is currently under negotiation and is not available at this time. III. Special Districts: The area to be annexed is included within the following special districts: St. Vrain Valley School District RE -1J Thompson School District RE -2J Berthoud Fire Protection District Northern Colorado Water Conservancy District Big Thompson Conservation District High Plains Library IV. School District Impact: It is anticipated that the annexation will bring a benefit to the St. Vrain School District RE1J and the Thompson School District RE -2J due to the increase in valuation, and will contribute approximately 319 K-12 students to the two school systems. 1 V. Exhibits: A. Existing Conditions Map and Proposed Land Use Map i _. teie iaaJuos :wT:!laav _--A55-.i 'elasg uelg 6052 "CZ HObVtil,C1- S31111VdIOINIIIN IN3OVPOV 1iIOd3211OVdWI NOILVX3NNV 2 'FELSBURG HOLT & ULLEVIG Alternative Future Interchange Location (Beyond 2030, Only One Location) Freeway = Major Arterial - Minor Arterial North Collector - Local Road = 2030 Laneage / Buildout Laneage Figure 16 Roadway Plan Mead Transportation Plan - Phase II 05-056 6/5/06 3 Page 31 C.05,3 rsip5—CCe, -- —� �a_:� 1. I(, 20 3 m L 3NN ([ 4 �� -- - - uelj tiune+IIJJtl I _ 'an(13.%7=p 4 fai CZTIOHHYJ'mep 0 F —z o Vi w 0 Fw zLLo� —ors p 0 V LL Z o < =° J a z 0 0 oau z < Z OE O w Uit" z pQod W 3 L - I' NVId AII1LLfl 12JOd3813VdNII NOIIVX3NNV her M,ad "A Little Town Wth a Bit, Ft " Town of Mead P.O. Box 626 441 Third Street Mead, Colorado 80542-0626 (970) 535-4477 CERTIFIED MAIL # 7008 1830 0003 6838 1859 October 14, 2009 Weld County Board of Commissioners P.O. Box 758 Greeley, CO 80632 RE: Notice of Public Hearing - Weld County Land Investors Inc. Annexation Board of Trustees - 7:00 P.M., Monday, November 9, 2009. Gentlemen: Please be advised that a public hearing before the Mead Board of Trustees has been set to review and consider the annexation of a portion of the West % of Section 28 and Section 33, Township 4 North, Range 68 West of the 6th P.M., Weld County, Colorado. It is located north of WCR 38, between WCR 5 and 3rd Street (WCR 7). The property is owned by Weld County Land Investors, LLC. a Colorado Corporation- and is proposed for the development of approximately 650 single-family dwellings on the 836 acre site. In accordance with C.R.S. § 31-12-108 (2), this notice has been sent to the Board of County Commissioners and County Attorney for Weld County, and to each special district or school district having territory within the area to be annexed. Attached is a copy of the published public hearing notice, together with a copy of the adopted resolution of intent to annex and the applicant's petition for annexation. You have previously received copies of the "Letter of Intent" provided with the application, and maps of the property location and a "concept plan" for the development of the property. Copies of the full application, as well as the full- sized maps submitted with the application are available for review in the Mead Town Hall, 441 - 3`d Street, Mead, Colorado. Written comments may be sent to Dan Dean, Town Manager. Box 626, Mead. CO 80542. Very truly yours, WCLI - Co & Sp Dist BOT Notice.wpd 10/14/09 9 20 am Charlene Reed Town Clerk NOTICE OF PUBLIC HEARING MEAD BOARD OF TRUSTEES WELD COUNTY LAND INVESTORS ANNEXATION NOTICE IS HEREBY GIVEN that the Board of Trustees of the Town of Mead has adopted a Resolution of Substantial Compliance initiating annexation proceedings for the "Weld County Land Investors Annexation," said annexation being more particularly described in the following Resolution No. 25-R-2009. The Board of Trustees of the Town of Mead will hold a Public Hearing commencing at 7:00 p.m., Monday, November 9, 2009, at the Mead Town Hall, 441 - 3rd Street, Mead, Colorado 80542, for the purpose of determining whether the property proposed to be annexed meet the applicable requirements of the statutes of the State of Colorado and is eligible for annexation to the Town of Mead, and to establish the appropriate land use for the property, if requested. Any person may appear at the Public Hearing and be heard regarding the matters under consideration. Copies of the petition and supporting material submitted to the Town are on file and available for public inspection in the Office of the Town Clerk, at the Mead Town Hall, 441 - 3r° Street, Mead, Colorado 80542. Dated this 28th day of September 2009. TOWN OF MEAD, COLORADO By: /s/ Charlene Reed Town Clerk TOWN OF MEAD, COLORADO RESOLUTION NO. 25 -R-2009 A RESOLUTION FINDING SUBSTANTIAL COMPLIANCE AND INITIATING ANNEXATION PROCEEDINGS FOR CERTAIN PROPERTIES IN WELD COUNTY, COLORADO, TO THE TOWN OF MEAD, SAID ANNEXATION TO BE KNOWN AS THE WELD COUNTY LAND INVESTORS, INC. WHEREAS, a written petition together with four (4) prints of an annexation map for the annexation of certain properties have been filed with the Board of Trustees of the Town of Mead by World County Land Investors, Inc., c/o Reutzel Associates, 5566 S. Syracuse Street, Littleton, CO 80120; and WHEREAS, the Board of Trustees has reviewed the petition and supporting material; and WHEREAS, the Board of Trustees wishes to permit simultaneous consideration of the subject property for annexation and zoning, if requested in the petition; and WHEREAS, the Board of Trustees has reviewed the petition and desires to adopt by Resolution its findings in regard to the petition; NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF TRUSTEES OF THE TOWN OF MEAD, COLORADO, as follows: Section 1. The petition, whose legal description attached hereto as Exhibit A and incorporated by reference herein, is accepted and determined to be in substantial compliance with the applicable laws of the State of Colorado. Section 2. No election is required under C.R.S. §31-12-107(2). Section 3. No additional terms and conditions are to be imposed except those provided for in the petitions. Section 4. The Board of Trustees will hold a public hearing for the purpose of determining if the proposed annexation complies with C.R.S. §31-12-104, and with C.R.S. §31- 12-105, and will hold a public hearing to determine the appropriate zoning of the subject properties if requested in the petition, at the Mead Town Hall, 441 - 3rd Street, Mead, Colorado 80542, at the following time and date: 7:00 p.m., Monday, November 9, 2009 Section 5. Any person may appear at such hearing and present evidence relative to the proposed annexation or the proposed zoning. Section 6. Upon completion of the hearing, the Board of Trustees shall set forth, by resolution, its findings and conclusions with reference to the eligibility of the proposed annexation, and whether the statutory requirements for the proposed annexation have been met, and further, will determine the appropriate zoning of the subject property if requested in the WCLI Annex BOT - Mailing wpd 9/4/09 11:26 am Page 2 of 6 petition. Section 7. If the Board of Trustees concludes, by resolution, that all statutory requirements have been met and that the proposed annexation is proper under the laws of the State of Colorado, the Board of Trustees shall pass one or more ordinances annexing the subject property to the Town of Mead, and shall pass one or more ordinances zoning the subject property if requested in the petition. INTRODUCED, READ, SIGNED AND APPROVED this 14th day of September 2009. ATTEST: By /s/ Charlene Reed Charlene Reed, Town Clerk Richard W. Macomber, Mayor TOWN OF MEAD By /s/ Richard W. Macomber WCLI Annex BOT - Mailing.wpd 9/4/09 11:26 am Page 3 of 6 EXHIBIT A WELD COUNTY LAND INVESTORS Annexation to the Town of Mead Legal description: PART OF THE WEST HALF OF SECTION 28, A PART OF THE SOUTHEAST QUARTER OF SECTION 29, A PART OF THE EAST HALF OF SECTION 32, A PART OF SECTION 33, AND A PART OF THE WEST HALF OF SECTION 34, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, TOGETHER WITH A PART OF THE NORTHWEST QUARTER OF SECTION 3, A PART OF THE NORTH HALF OF SECTION 4, AND A PART OF THE NORTHEAST QUARTER OF SECTION 5, TOWNSHIP 3 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SECTION 33, AND CONSIDERING THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 33 TO BEAR SOUTH 00°17'37" EAST, WITH ALL BEARINGS CONTAINED HEREIN RELATIVE THERETO; THENCE NORTH 89°44'04" EAST ALONG THE NORTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 34, A DISTANCE OF 30.00 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 7 AND THE TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. THREE RECORDED AT RECEPTION NO. 2583369 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE SOUTH 00°17'37" EAST ALONG SAID TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. THREE AND SAID EASTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 2639.84 FEET TO A POINT ON THE TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. TWO RECORDED AT RECEPTION NO. 2583368 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG SAID TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. TWO THE FOLLOWING THREE (3) COURSES: 1) THENCE SOUTH 00°18'02" EAST ALONG SAID EASTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, AND THE SOUTHERLY EXTENSION THEREOF, A DISTANCE OF 2638.95 FEET TO A POINT ON THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34; 2) THENCE NORTH 89°12'38" EAST ALONG SAID SOUTH LINE A DISTANCE OF 10.00 FEET; 3) THENCE SOUTH 00°22'32" EAST ALONG A LINE 40.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4 A DISTANCE OF 40.00 FEET; THENCE SOUTH 89°12'38" WEST ALONG A LINE 40.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34, A DISTANCE OF 40.00 FEET TO A POINT ON THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4; THENCE SOUTH 88°48'02" WEST ALONG A LINE 40.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 30.00 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF SAID WELD COUNTY ROAD NO. 7; WCLI Annex BOT - Mailing wpd 9/4/09 11:26 am Page 4 of 6 THENCE NORTH 00°22'32" WEST ALONG SAID WESTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4, A DISTANCE OF 10.00 FEET TO A POINT ON THE SOUTHERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 38; THENCE SOUTH 88°48'02" WEST ALONG SAID SOUTHERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 2623.64 FEET; THENCE SOUTH 88°48'06" WEST ALONG SAID SOUTHERLY RIGHT-OF-WAY LINE, AND THE WESTERLY EXTENSION THEREOF, ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 2653.18 FEET TO A POINT ON THE WEST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 4; THENCE SOUTH 88°41'10" WEST ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32, A DISTANCE OF 30.01 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 5; THENCE NORTH 00°13'34" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 4, A DISTANCE OF 30.00 FEET TO A POINT ON THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32; THENCE NORTH 00°21'58" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 30.00 FEET TO A POINT ON THE NORTHERLY RIGHT-OF-WAY LINE OF SAID WELD COUNTY ROAD NO. 38; THENCE NORTH 88°41'10" EAST ALONG A LINE 30.00 FEET NORTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32, A DISTANCE OF 30.01 FEET TO A POINT ON THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, SAID POINT ALSO BEING A POINT ON THE EASTERLY BOUNDARY OF THAT DEED RECORDED IN BOOK 114 AT PAGE 311 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG SAID EASTERLY BOUNDARY THE FOLLOWING FOUR (4) COURSES: 1) THENCE NORTH 45°45'26" EAST, A DISTANCE OF 288.56 FEET; 2) THENCE NORTH 10°23'31" EAST, A DISTANCE OF 203.58 FEET; 3) THENCE NORTH 14°56'25" WEST, A DISTANCE OF 258.31 FEET; 4) THENCE NORTH 42°30'40" WEST, A DISTANCE OF 269.74 FEET TO A POINT ON THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33; THENCE SOUTH 89°38'02" WEST, A DISTANCE OF 30.00 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 5; THENCE ALONG SAID WESTERLY RIGHT-OF-WAY LINE THE FOLLOWING FOUR (4) COURSES: 1) THENCE NORTH 00°21'58" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 1776.19 FEET TO A POINT ON THE SOUTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 32; 2) THENCE NORTH 00°28'46" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 1324.71 FEET TO A POINT ON THE SOUTH LINE OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 32; 3) THENCE NORTH 00°28'57" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE NORTH HALF OF THE NORTHWEST QUARTER WCLI Annex BOT - Mailing wpd 9/4/09 11:26 am Page 5 of 6 OF SAID SECTION 33, A DISTANCE OF 1323.70 FEET TO A POINT ON THE NORTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 32; 4) THENCE NORTH 00°17'03" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 2028.87 FEET; THENCE NORTH 89°13'38" EAST ALONG THE SOUTHERLY BOUNDARY OF THAT DEED RECORDED IN BOOK 727 AT RECEPTION NO. 1649180 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER AND THE WESTERLY EXTENSION THEREOF, A DISTANCE OF 1525.50 FEET TO A POINT ON THE EASTERLY BOUNDARY OF SAID DEED RECORDED IN BOOK 727 AT RECEPTION NO. 1649180; THENCE ALONG SAID EASTERLY BOUNDARY THE FOLLOWING THREE (3) COURSES: 1) THENCE NORTH 39°32'18" WEST, A DISTANCE OF 606.32 FEET; 2) THENCE NORTH 11°54'41" WEST, A DISTANCE OF 964.51 FEET; 3) THENCE NORTH 04°49'06" WEST, A DISTANCE OF 526.27 FEET TO A POINT ON THE NORTH LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28; THENCE NORTH 89°07'15" EAST ALONG SAID NORTH LINE, A DISTANCE OF 1775.08 FEET TO THE NORTHEAST CORNER OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28; THENCE SOUTH 00°22'57" EAST ALONG THE EAST LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1319.07 FEET TO THE CENTER QUARTER CORNER OF SAID SECTION 28; THENCE SOUTH 00°22'26" EAST ALONG THE EAST LINE OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1325.60 FEET TO THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 28; THENCE SOUTH 00°24'21" EAST ALONG THE EAST LINE OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1324.46 FEET TO THE NORTH QUARTER CORNER OF SAID SECTION 33; THENCE NORTH 89°06'18" EAST ALONG THE NORTH LINE OF THE WEST HALF OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 1329.92 FEET TO THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 33; THENCE NORTH 89°05'28" EAST ALONG THE NORTH LINE OF THE EAST HALF OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 1330.07 FEET TO THE POINT OF BEGINNING; THIS DESCRIBED TRACT CONTAINS A CALCULATED AREA OF 848.755 ACRES, MORE OR LESS, TOGETHER WITH AND SUBJECT TO ALL EASEMENTS AND RIGHTS -OF -WAY EXISTING AND/OR PUBLIC RECORD. WCLI Annex BOT - Mailing wpd 9/4/09 11:26 am Page 6 of 6 REUTZEL & ASSOCIATES, LLC ATTORNEYS AT LAW 5566 SOUTH SYCAMORE STREET LITTLETON, COLORADO 80120 Telephone (303) 694-1982 Fax (303) 694-3831 www.reutzelandassoc.com JACK E. REUTZEL jack@reutzelandassoc.com July 24, 2009 Honorable Richard Macomber and Members of Town Trustees 441 Third Street Mead, CO 80542 Land Use/Zoning Real Estate Annexations Community Associations Oil and Gas Local Government Re: Letter of Intent- Annexation of Weld County Land Investors, Inc. ±836 acres (the "Property") Dear Mayor Macomber and Members of Town Trustees: On behalf of my client, I am pleased to present this letter of intent regarding the annexation of the Property into the Town of Mead. The materials provided elsewhere in this packet provide the Town with the information necessary to begin the annexation process. This letter is intended to summarize my clients' intent regarding the process. 1. Attached is the annexation petition for the Property. The language of the petition has been discussed with the Town Attorney and reflects our joint agreement regarding its provisions. 2. Attached is a copy of the annexation maps required by state statute and Town Code. You will see that contiguity is in excess of the 116th criteria. 3. My client intends to pursue a Land Use Change of Major Impact as defined by your Code simultaneously with the annexation of the Property. The proposed land uses for the Property are consistent with the recently amended Comprehensive Plan for Mead. 4. We also intend to negotiate an annexation agreement acceptable to both parties during the review of these applications. Please advise me as to the proper procedure for initiating the annexation agreement process. Mayor and Town Trustees July 24, 2009 Page Two On behalf of my client, we look forward to working with the Town on this project. If you require additional information please do not hesitate to call me at 303 694-1982 ext. 101. Very Truly Yours REUTZEL & By: JER/ utzel ,LLC WELD COUNTY LAND INVESTORS, PETITION FOR ANNEXATION TO: THE BOARD OF TRUSTEES OF THE TOWN OF MEAD, COLORADO: We, Giacomo and Matteo Galtarossa, as Directors of Weld County Land Investors, Inc., the undersigned landowner, in accordance with Colorado law, hereby petition the Town of Mead and its Board of Trustees for annexation to the Town of Mead of the following described unincorporated territory located in the County of Weld and Stale of Colorado, to -wit: See legal description in Exhibit A, attached hereto and incorporated herein by this reference. As part of this petition, your petitioner further states to the Board of Trustees of Mead, Colorado, that: 1. It is desirable and necessary that the territory described in Exhibit A be annexed to the Town of Mead. 2. The requirements of C.R.S. sections 31.12-104 and 31-12-105, as amended, exist or have been met in that: a. Not less than one -sixth of the perimeter of the area proposed to be annexed is contiguous with the Town of Mead or will be contiguous with the Town of Mead within such time as required by 31-12-104. b. A community of interest exists between the area proposed to be annexed and the Town of Mead. c. The area proposed to be annexed is urban or will be urbanized in the near future. d. The area proposed to be annexed is integrated with or is capable of being integrated with the Town of Mead. e. No land within the boundary of the territory proposed to be annexed which is held in identical ownership, whether consisting of one tract or parcel of real estate or two or more contiguous tracts or parcels of real estate, has been divided into separate parts or parcels without the written consent of the landowner or landowners thereof, unless such tracts or parcels were separated by a dedicated street, road or other public way. f. No land within the boundary of the area proposed to be annexed which is held in identical ownership, comprises twenty acres or more, and which, together with the buildings and improvements situated thereon has an assessed value in excess of two hundred thousand dollars ($200,000.00) for ad valorem tax purposes for the year next preceding the annexation, has been included within the area proposed to be annexed without the written consent of the landowner or landowners. • g. No annexation proceedings have been commenced for any portion of the territory proposed to be annexed for the annexation of such territory to another municipality. h. The annexation of the territory proposed to be annexed will not result in the detachment of area from any school district. Mne>e40.n Pet.eun 190/20] 1 Ar i. The annexation of the territory proposed to be annexed will not have the effect of extending the boundary of the Town of Mead more than three miles in any direction from any point of the boundary of the Town of Mead in any one year. n. j. Prior to completion of the annexation of the territory proposed to be annexed, the Town of Mead will have in place a plan for that area, which generally describes the proposed: Location, character, and extent of streets, subways, bridges, waterways, waterfronts, parkways, playgrounds, squares, parks, aviation fields, other public ways, grounds, open spaces, public utilities, and terminals for water, light, sanitation, transportation, and power to be provided by the Town of Mead; and the proposed land uses for the area; such plan to be updated at least once annually. k. In establishing the boundary of the territory proposed to be annexed, if a portion of a platted street or alley is to be annexed, the entire width of the street or alley has been included within the territory to be annexed. The Town of Mead will not deny reasonable access to any landowners, owners of any easement, or the owners of any franchise adjoining any platted street or alley which is to be annexed to the Town of Mead but is not bounded on both sides by the Town of Mead. 3. The owners of more than fifty percent of the area proposed to be annexed, exclusive of cated streets and alleys, have signed this petition and hereby petition for annexation of such territory. uant to CRS §31-12-107 (1) (e) the petitioner reserves the right to withdraw its signature from this on at any point up to final Board of Trustee action on this petition. ' 4. Accompanying this petition are four copies of an annexation map containing the information lowing: a. A written legal description of the boundaries of the area proposed to be annexed; b. A map showing the boundary or the area proposed to be annexed, said map prepared and containing the seal of a registered engineer; c. Within the annexation boundary map, a showing of the location of each ownership tract in unplatted land and, if part or all of the area is platted, the boundaries and the plat numbers of plots or of lots and blocks; d. Next to the boundary of the area proposed to be annexed, a drawing of the contiguous boundary of the Town of Mead and the contiguous boundary of any other municipality abutting the area proposed to be annexed, and a showing of the dimensions of such contiguous boundaries. 5. Upon the Annexation Ordinance becoming effective, all lands within the area proposed to be annexed will become subject to all ordinances, rules and regulations of the Town of Mead, except for general property taxes of the Town of Mead which shall become effective as the January 1 next ensuing. 6. The zoning classification (land use) requested for the area proposed to be annexed is single family residential in Performance District 1. WHEREFORE, the following petitioner respectfully requests that the Town of Mead, acting through its Board of Trustees, approve the annexation of the area proposed to be annexed. By this acknowledgment, the undersigned hereby certify that the above information is complete and true. (If the applicant is not the owner(s) of the subject property, the owner(s), mortgage and/or lienholder shall also sign the Application.) Annexation Petition 1..➢0:207 Weld County Land nvestors, Inc., a Colorado corporation Owner Date: -40 SU NE: 9 Owner: %2a- �• C Date:4a \I -(JP 2009" rector yo 0 e=- fad ~& a Landowner/Petitioner Mailing Address IN CARE or Kanza.tAssoc. 2145 E. Kt 9rµ /Sal a E nNE1, Co X3'1 Date Signed Legal Description of Land Owned it*vitus sew+ 4 See Attached Exhibit A Edict,: w5: tai: • AFFIDAVIT OF CIRCULATOR Marco Rubini being first duly sworn upon oath, deposes and says that (he or she) was the circulator of this Petition for Annexation of lands to the Town of Mead, Colorado, consisting of [ ] pages including this page and that each signature hereon was witnessed by your affiant and is the signature of the person whose n it purpq{ts to be. Circulator Town of Mead P.O. Box 626 441 Third Street Mead, Colorado 80542-0626 (970) 535-4477 CERTIFIED MAIL #7008 1830 0003 6838 2214 October 23, 2009 Weld County Board of Commissioners P.O. Box 758 Greeley, CO 80632 RE: Notice of Public Hearing - Weld County Land Investors Annexation Board of Trustees - 7:00 P.M., Monday, November 9, 2009. Gentlemen: Please be advised that a public hearing before the Mead Board of Trustees has been set to review and consider the annexation of a portion of the West %2 of Section 28 and Section 33, Township 4 North, Range 68 West of the 6th P.M.. Weld County, Colorado. It is located north of WCR 38, between WCR 5 and 3'a Street (WCR 7). The property is owned by Weld County Land Investors, LLC, a Colorado Corporation, and is proposed for the development of approximately 650 single-family dwellings on the 836 acre site. The annexation will also include the full width of the WCR 5, WCR 38 and 3`° Street (WCR 7) adjacent to the property being annexed. You have been sent this notice as the "owner of record" of property within 300 feet of the property to be annexed. Attached is a copy of the public hearing notice and the adopted resolution finding substantial compliance with the annexation laws of the state. You have previously received copies of the "Letter of Intent" provided with the application, maps of the property location and a "Concept Plan" for the proposed development of the property. Copies of the full application and "Annexation Impact Statement," as well as the full-sized maps are available for review in the Mead Town Hall, 441 - 3`d Street, Mead, Colorado. The public's comments are welcome at the public hearing. Written comments may be sent to the Dan Dean, Town Manager, Box 626, Mead, CO 80542. Very truly yours, Charlene Reed Town Clerk NOTICE OF PUBLIC HEARING MEAD BOARD OF TRUSTEES WELD COUNTY LAND INVESTORS ANNEXATION NOTICE IS HEREBY GIVEN that the Board of Trustees of the Town of Mead has adopted a Resolution of Substantial Compliance initiating annexation proceedings for the "Weld County Land Investors Annexation," said annexation being more particularly described in the following Resolution No. 25-R-2009. The Board of Trustees of the Town of Mead will hold a Public Hearing commencing at 7:00 p.m., Monday, November 9, 2009, at the Mead Town Hall, 441 - 3r° Street, Mead, Colorado 80542, for the purpose of determining whether the property proposed to be annexed meet the applicable requirements of the statutes of the State of Colorado and is eligible for annexation to the Town of Mead, and to establish the appropriate land use for the property, if requested. Any person may appear at the Public Hearing and be heard regarding the matters under consideration. Copies of the petition and supporting material submitted to the Town are on file and available for public inspection in the Office of the Town Clerk, at the Mead Town Hall, 441 - 3r° Street, Mead, Colorado 80542. Dated this 28th day of September 2009. TOWN OF MEAD, COLORADO By: /s/ Charlene Reed Town Clerk TOWN OF MEAD, COLORADO RESOLUTION NO. 25 -R-2009 A RESOLUTION FINDING SUBSTANTIAL COMPLIANCE AND INITIATING ANNEXATION PROCEEDINGS FOR CERTAIN PROPERTIES IN WELD COUNTY, COLORADO, TO THE TOWN OF MEAD, SAID ANNEXATION TO BE KNOWN AS THE WELD COUNTY LAND INVESTORS, INC. WHEREAS, a written petition together with four (4) prints of an annexation map for the annexation of certain properties have been filed with the Board of Trustees of the Town of Mead by World County Land Investors, Inc., do Reutzel Associates, 5566 S. Syracuse Street, Littleton, CO 80120; and WHEREAS, the Board of Trustees has reviewed the petition and supporting material; and WHEREAS, the Board of Trustees wishes to permit simultaneous consideration of the subject property for annexation and zoning, if requested in the petition; and WHEREAS, the Board of Trustees has reviewed the petition and desires to adopt by Resolution its findings in regard to the petition; NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF TRUSTEES OF THE TOWN OF MEAD, COLORADO, as follows: Section 1. The petition, whose legal description attached hereto as Exhibit A and incorporated by reference herein, is accepted and determined to be in substantial compliance with the applicable laws of the State of Colorado. Section 2. No election is required under C.R.S. §31-12-107(2). Section 3. No additional terms and conditions are to be imposed except those provided for in the petitions. Section 4. The Board of Trustees will hold a public hearing for the purpose of determining if the proposed annexation complies with C.R.S. §31-12-104, and with C.R.S. §31- 12-105, and will hold a public hearing to determine the appropriate zoning of the subject properties if requested in the petition, at the Mead Town Hall, 441 - 3r° Street, Mead, Colorado 80542, at the following time and date: 7:00 p.m., Monday, November 9, 2009 Section 5. Any person may appear at such hearing and present evidence relative to the proposed annexation or the proposed zoning. Section 6. Upon completion of the hearing, the Board of Trustees shall set forth, by resolution, its findings and conclusions with reference to the eligibility of the proposed annexation, and whether the statutory requirements for the proposed annexation have been met, and further, will determine the appropriate zoning of the subject property if requested in the WCLI Annex BOT - Mailingwpd 9/4/09 11:26 am Page 2 of 6 petition. Section 7. If the Board of Trustees concludes, by resolution, that all statutory requirements have been met and that the proposed annexation is proper under the laws of the State of Colorado, the Board of Trustees shall pass one or more ordinances annexing the subject property to the Town of Mead, and shall pass one or more ordinances zoning the subject property if requested in the petition. INTRODUCED, READ, SIGNED AND APPROVED this 14th day of September , 2009. ATTEST: By /s/ Charlene Reed Charlene Reed, Town Clerk Richard W. Macomber, Mayor TOWN OF MEAD By /s/ Richard W. Macomber WCLI Annex BOT - Mailing.wpd 9/4/09 1126 am Page 3 of 6 EXHIBIT A WELD COUNTY LAND INVESTORS Annexation to the Town of Mead Legal description: PART OF THE WEST HALF OF SECTION 28, A PART OF THE SOUTHEAST QUARTER OF SECTION 29, A PART OF THE EAST HALF OF SECTION 32, A PART OF SECTION 33, AND A PART OF THE WEST HALF OF SECTION 34, TOWNSHIP 4 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, TOGETHER WITH A PART OF THE NORTHWEST QUARTER OF SECTION 3, A PART OF THE NORTH HALF OF SECTION 4, AND A PART OF THE NORTHEAST QUARTER OF SECTION 5, TOWNSHIP 3 NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF WELD, STATE OF COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SECTION 33, AND CONSIDERING THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 33 TO BEAR SOUTH 00°17'37" EAST, WITH ALL BEARINGS CONTAINED HEREIN RELATIVE THERETO; THENCE NORTH 89°44'04" EAST ALONG THE NORTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 34, A DISTANCE OF 30.00 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 7 AND THE TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. THREE RECORDED AT RECEPTION NO. 2583369 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE SOUTH 00°17'37" EAST ALONG SAID TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. THREE AND SAID EASTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 2639.84 FEET TO A POINT ON THE TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. TWO RECORDED AT RECEPTION NO. 2583368 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG SAID TOWN OF MEAD TOWN LIMITS ACCORDING TO THE MAP OF MARGIL ANNEXATION NO. TWO THE FOLLOWING THREE (3) COURSES: 1) THENCE SOUTH 00°18'02" EAST ALONG SAID EASTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, AND THE SOUTHERLY EXTENSION THEREOF, A DISTANCE OF 2638.95 FEET TO A POINT ON THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34; 2) THENCE NORTH 89°12'38" EAST ALONG SAID SOUTH LINE A DISTANCE OF 10.00 FEET; 3) THENCE SOUTH 00°22'32" EAST ALONG A LINE 40.00 FEET EASTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4 A DISTANCE OF 40.00 FEET; THENCE SOUTH 89°12'38" WEST ALONG A LINE 40.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34, A DISTANCE OF 40.00 FEET TO A POINT ON THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4; THENCE SOUTH 88°48'02" WEST ALONG A LINE 40.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 30.00 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF SAID WELD COUNTY ROAD NO. 7; WCLI Annex BOT - Mailing wpd 9/4/09 11:26 am Page 4 of 6 THENCE NORTH 00°22'32" WEST ALONG SAID WESTERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER OF SAID SECTION 4, A DISTANCE OF 10.00 FEET TO A POINT ON THE SOUTHERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 38; THENCE SOUTH 88°48'02" WEST ALONG SAID SOUTHERLY RIGHT-OF-WAY LINE ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 2623.64 FEET; THENCE SOUTH 88°48'06" WEST ALONG SAID SOUTHERLY RIGHT-OF-WAY LINE, AND THE WESTERLY EXTENSION THEREOF, ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 2653.18 FEET TO A POINT ON THE WEST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 4; THENCE SOUTH 88°41'10" WEST ALONG A LINE 30.00 FEET SOUTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32, A DISTANCE OF 30.01 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 5; THENCE NORTH 00°13'34" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 4, A DISTANCE OF 30.00 FEET TO A POINT ON THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32; THENCE NORTH 00°21'58" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 30.00 FEET TO A POINT ON THE NORTHERLY RIGHT-OF-WAY LINE OF SAID WELD COUNTY ROAD NO. 38; THENCE NORTH 88°41'10" EAST ALONG A LINE 30.00 FEET NORTHERLY DISTANT AND PARALLEL WITH THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 32, A DISTANCE OF 30.01 FEET TO A POINT ON THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, SAID POINT ALSO BEING A POINT ON THE EASTERLY BOUNDARY OF THAT DEED RECORDED IN BOOK 114 AT PAGE 311 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER; THENCE ALONG SAID EASTERLY BOUNDARY THE FOLLOWING FOUR (4) COURSES: 1) THENCE NORTH 45°45'26" EAST, A DISTANCE OF 288.56 FEET; 2) THENCE NORTH 10°23'31" EAST, A DISTANCE OF 203.58 FEET; 3) THENCE NORTH 14°56'25" WEST, A DISTANCE OF 258.31 FEET; 4) THENCE NORTH 42°30'40" WEST, A DISTANCE OF 269.74 FEET TO A POINT ON THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33; THENCE SOUTH 89°38'02" WEST, A DISTANCE OF 30.00 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF WELD COUNTY ROAD NO. 5; THENCE ALONG SAID WESTERLY RIGHT-OF-WAY LINE THE FOLLOWING FOUR (4) COURSES: 1) THENCE NORTH 00°21'58" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 1776.19 FEET TO A POINT ON THE SOUTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 32; 2) THENCE NORTH 00°28'46" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 33, A DISTANCE OF 1324.71 FEET TO A POINT ON THE SOUTH LINE OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 32; 3) THENCE NORTH 00°28'57" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE NORTH HALF OF THE NORTHWEST QUARTER WCLI Annex BOT- Mailing.wp0 9/4/09 1126 am Page 5 of 6 OF SAID SECTION 33, A DISTANCE OF 1323.70 FEET TO A POINT ON THE NORTH LINE OF THE NORTHEAST QUARTER OF SAID SECTION 32; 4) THENCE NORTH 00°17'03" WEST ALONG A LINE 30.00 FEET WESTERLY DISTANT AND PARALLEL WITH THE WEST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 2028.87 FEET; THENCE NORTH 89°13'38" EAST ALONG THE SOUTHERLY BOUNDARY OF THAT DEED RECORDED IN BOOK 727 AT RECEPTION NO. 1649180 OF THE RECORDS OF THE WELD COUNTY CLERK AND RECORDER AND THE WESTERLY EXTENSION THEREOF, A DISTANCE OF 1525.50 FEET TO A POINT ON THE EASTERLY BOUNDARY OF SAID DEED RECORDED IN BOOK 727 AT RECEPTION NO. 1649180; THENCE ALONG SAID EASTERLY BOUNDARY THE FOLLOWING THREE (3) COURSES: 1) THENCE NORTH 39°32'18" WEST, A DISTANCE OF 606.32 FEET; 2) THENCE NORTH 11°54'41" WEST, A DISTANCE OF 964.51 FEET; 3) THENCE NORTH 04°49'06" WEST, A DISTANCE OF 526.27 FEET TO A POINT ON THE NORTH LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28; THENCE NORTH 89°0T15" EAST ALONG SAID NORTH LINE, A DISTANCE OF 1775.08 FEET TO THE NORTHEAST CORNER OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28; THENCE SOUTH 00°22'57" EAST ALONG THE EAST LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1319.07 FEET TO THE CENTER QUARTER CORNER OF SAID SECTION 28; THENCE SOUTH 00°22'26" EAST ALONG THE EAST LINE OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1325.60 FEET TO THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 28; THENCE SOUTH 00°24'21" EAST ALONG THE EAST LINE OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF SAID SECTION 28, A DISTANCE OF 1324.46 FEET TO THE NORTH QUARTER CORNER OF SAID SECTION 33; THENCE NORTH 89°06'18" EAST ALONG THE NORTH LINE OF THE WEST HALF OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 1329.92 FEET TO THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 33; THENCE NORTH 89°05'28" EAST ALONG THE NORTH LINE OF THE EAST HALF OF THE NORTHEAST QUARTER OF SAID SECTION 33, A DISTANCE OF 1330.07 FEET TO THE POINT OF BEGINNING; THIS DESCRIBED TRACT CONTAINS A CALCULATED AREA OF 848.755 ACRES, MORE OR LESS, TOGETHER WITH AND SUBJECT TO ALL EASEMENTS AND RIGHTS -OF -WAY EXISTING AND/OR PUBLIC RECORD. 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